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Plans (470) Nam 5-1 L,j [`I 16 w I71A&6�. L MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 3376-E SELLWOOD HORN The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K3095079 thru K3095129 My license renewal date for the state of Oregon is December 31,2017. QV PR Op�rs co taGIN - 8920OPE r 'AFL 40REGON 41' 14, April 18,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSIITPI-1, Chapter 2. ! - d ,_, MiTek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 3376-E SELLWOOD HORN The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K3095079 thru K3095129 My license renewal date for the state of Washington is May 16,2019. RRILL 8 4s9 of wAs -1>, ,cl' ' i et%-v v° .t'P !i/ it 94). April 18,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2-12=)-789) 2419 12- 3=( 0) 275 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2833) 985 12-13=(-791) 2416 3-13=(-487) 138 WEBS: 2x9 DF STAND 3- 4=(-2310) 979 13-14=(-887) 2240 13- 4=(-217) 650 LOADING 4- 5=( 0) 0 14-15=(-887) 2240 13- 6=(-487) 301 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1979) 911 15-16=(-814) 2416 19- 6=) 0) 272 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1979) 911 16-10=(-812) 2919 6-15=(-987) 301 TOTAL LOAD = 42.0 POP 7- 8=( 0) 0 8-15=(-217) 650 8- 9=(-2310) 979 15- 9=(-487) 137 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2833) 985 9-16=) 0) 275 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 67 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 16.0" 16.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -442/ 1727V -152/ 152H 5.50" 2.76 OF ( 625) vertical members (uon). 37'- 6.0" -442/ 1727V 0/ OH 5.50" 2.76 DF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = 0.161" @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.358" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = 0.008" @ 38'- 10.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ 38'- 10.0" Allowed = 0.178" MAX HORIZ. LL DEFL = 0.065" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.110" @ 37'- 0.5" 0-06-04 Design conforms to main windforce-resisting 18-07-11 0-t1-10 18-07-11 system and components and cladding criteria. 6-10-11 6-01-04 5-02-13 0-06-04 5-02-13 6-01-09 6-10-11 T Wind: 140 mph, h=23.8ft, TCDL=4. : 5 =6.0, ASCE 7-10, f f ,r (All Heights), Enclo -., a as.. • MWERS(Dir), 12 ', load duration -�4> 4 p. M x8 12 Truss designed C s 6.00 "Cl]6.00 in the plane 4 Gr ,10 M-4x6 M-4x6 Q- 89200P 9� f ». M-5x8(S) M-5x8(S) 0.25" 3 0.25" 7 4OREGON r MSRR1LL ,11 4'P o r o 1/- 12 13 g "" ® ,. « 6 1 EXPIRES: 12/31/2017 1 M-3x8 M-1.5x3 M-3x8 0,25" o M-3x8 M-1.5x3 M-3x81 o M-5x6(5) l b l 1 l y y 6-08-15 6-01-04 5-10-13 5-10-13 6-01-04 6-08-15 1, 1- 1-04 37-06 1-04y .0 .6q JOB NAME : LENNAR 3376-E SELLWOOD - Al A �..o A, ,. Scale: 0.1725 r. A WARNINGS: GENERAL NOTES, unless otherwise noted: e.. I �• Truss Al 1.Builder and erection contractor should be advised of all Genera Notes 1.This design Is based only upon the paremetere shown and Is for an individual \ and Warnings before construction commences balding component Appllcablllly of design parameters and proper 2.2x4 compression web bracing must be n5talletl where shown♦ Incorporation of component is the responabihty of the building designer. r 2.Design assumes the top and bottom chords to be lateral)braced at / ,` y�.;am 3.Additions/temporary bracing to insure stability during construction y sd 5139w `� , is the responsibility of the erector.Additional permanent bracing or 7 o c and at 7 l a.c respectively unless braced throughout their length by DATE: 4/18/2017 the overall structure s the responsibility of the build) dos continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) ,w. e building goer. 3 2x Impact bridging or lateral bracing required where sho.... 71gl i SEQ. : K3095 0 7 9 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respect ve contractor. ^ f fasteners are complete and at no time should any loads greater than s Design assumes trusses are to be used In a noncorrosive environment. V• xQ AL CS- TRANS ID: LINK deagn loads be epplied to eny component. and are for ay fullbee of use. 5.Com Trus has no control over and assumes no res 6.Design assumes bearing at an supports shown.Shim or wedge If W responsibility for thescary. fabrication,Dandling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. ' 6.This deegn a furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center April 18,2017 TPI/W7CA in BCSI,copies of whkh will be furnished upon request. lines coincide whh joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8 - 9.Digits indicate slzc of plate in Inches. 1 LE p ( ) 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 37-06-00 HIP-D SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg-1.00 TC: 2x4 DF #15BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 67 2-16=(-1618) 6020 3-16-) -80) 257 2x6 DF SS T2 2- 3=(-6964) 1939 16-17-(-1740) 6139 16- 4=( -47) 329 BC: 2x6 DF SS LOADING 3- 4=(-6901) 1959 17-18=(-2355) 7410 4-17-) -322) 113 WEBS: 2x4 DF STAND LL = 25 PSF Ground Snow (Pg) 4- 5-(-6825) 2204 18-19=(-2507) 7829 17- 5=( -390) 1770 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 10'- 8.0" V 5- 6=( 0) 0 19-20-(-2507) 7829 17- 7=(-1972) 814 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 10'- 8.0" TO 26'- 10.0" V 5- 7=(-6122) 2012 20-21-(-2355) 7410 7-18=( -42) 628 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 26'- 10.0" TO 37'- 6.0" V 7- 8=(-7447) 2537 21-22=(-1740) 6139 18- 8=( -584) 248 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 37'- 6.0" V B- 9=(-7447) 2537 22-14-(-1618) 6020 19- 8=( 0) 292 9-11=(-6122) 2012 8-20=( -584) 248 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 622.2)+DL( 174.2)- 796.4 LBS @ 10'- 8.0" 10-11=( 0) 0 20- 9=( -42) 628 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 622.2)+DL( 174.2)- 796.4 LBS @ 26'- 10.0" 11-12=(-6825) 2204 9-21=(-1972) 814 12-13=(-6901) 1959 11-21=( -390) 1770 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=(-6964) 1939 21-12=) -322) 112 OVERHANGS: 16.0" 16.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 14-15=( 0) 67 12-22=) -46) 330 22-13=( -80) 257 M-3x4 where shown; Jts:4,12,16,18,20,22 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 2, 14: Heel to plate corner - 2.25" 0'- 0.0" -1010/ 3862V -120/ 120H 5.50" 6.18 DF ( 625) 37'- 6.0" -1010/ 3862V 0/ OH 5.50" 6.18 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed - 0.178" MAX LL DEFL = -0.369" @ 18'- 9.0" Allowed - 1.829" MAX TL CREEP DEFL = -0.860" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = 0.008" 9 38'- 10.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ 38'- 10.0" Allowed - 0.178" MAX HORIZ. LL DEFL = 0.116" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.191" @ 37'- 0.5" Design conforms to " n ting system and compo:- y- :a. 10-07-11 16-02-10 10-07-11 Wind: 140 mph, h=2 : -- iestl ' - or T f ,r f (All Height- :b 'i, •Cat.2, 0 , '.5 sir), 3-00-03 0-05-12 4-06-03 3-07-02 3-03-11 3-10-01 load drat r-1.6, ,.9 Tru dips r wtnek. 01 db. PC 3-10-01 3-03-11r'r 3-07-02 9-06-03 0-OT5112 f 3-00-03 in the pl e thet L f T 1' T '14796.40# T ' ' +/96.40# T f --� 12 12 6.00 p MSHS-9x10 6 M-4x6 M-3x8 M-4x6 10 MSHS-9x10 Q 6.00 is Tz�, E� iiiiiiiii p OREGON � 2 46 *9 Y 14,2q -4 M-1.5x3 t. .t 3 Iltv43-1.5x3FRRIL� M-5x12j444*45X12 r -- o 1. **"',..'" ... " - ' "" " 61'•%04%%5 .4. EXPIRES; 12/31/2017 16 17 18 19 -I 20 21 22 o 1 M-4x10 0.25" M-4x10 0l MSHS-9x10(5) l J• J' ).' l l y b l 5-04-03 4-08 4-06-03 4-02-11 4-02-11 4-06-03 4-08 5-04-03 l 1 RR L ,q y J' 1-04 37-06 1-04 ,i` Q 1 A "'# JOB NAME : LENNAR 3376-E SELLWOOD - AH1 Scale: 0.1725 0Op . ` Q'.r� unless otherwise noted: / ' WARNINGS: GENERAL NOTES, ,j 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an individual _ / Truss: AH1 and Warnings before construction commences building component.Applicability of design parameters and proper yam% 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility building tledgner. /Y 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom cholla to be laterally braced et C 139 s the responsibility of the eradar.Additional permanent bracing or 2 a c and at iG a c respectively unless braced throughout their length by /� J 7 continuous sheathing such as plywood sheathing(TC)and/or drywall(9c). © � � .�. � „�f� DATE: 4/18/2017 Me overall structure s the respons b Idy of the building tledgner. 3 2s Impact bridging or lateral bracing required where shown++ `1�' SEQ.: K 3 0 9 5 0 8 0 4.No load should be applied to any component until after all bracing and 4.Installation art use Is the responsibility of the respective contractor. YS fasteners are complete and at no One should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment -x4N'ALand ' ' TRANS ID' LINK design bads be applied to any componentDe gnassumesnlb a erase 5.CompuTrus has no control over and assumes no responsibility for the 8 Design roll bearing al all supports shown Shim or wedge If necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 18,201 7 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVICA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. A 9.Digits indicate see of plate in inches. MiTek USA,Ino./CompuTros Software 7.6.8(10-E 10.For basic connector plate desgn values see ES12-t311,ESR-1980(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2-12=(-444) 2419 12- 3=( O) 275 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2833) 612 12-13=(-446) 2416 3-13=(-487) 186 WEBS: 2x9 DF STAND 3- 4=(-2310) 579 13-14=(-383) 2240 13- 4=( -99) 650 LOADING 4- 5=( 0) 0 14-15=(-383) 2240 13- 6=(-469) 125 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=(-1979) 565 15-16=(-488) 2416 14- 6=( 0) 272 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8=)-1979) 565 16-10=(-466) 2419 6-15=(-468) 125 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-15=) -99) 650 8- 9=(-2310) 579 15- 9=(-487) 186 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2833) 612 9-16=( 0) 275 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 67 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 16.0" 16.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -252/ 1727V -151/ 151H 5.50" 2.76 DF ( 625) 37'- 6.0" -252/ 1727V 0/ OH 5.50" 2.76 DF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.150" @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.358" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = 0.008" @ 38'- 10.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ 38'- 10.0" Allowed = 0.178" MAX HORIZ. LL DEFL = 0.065" @ 37'- 0.5" MAX BORIZ. TL DEFL = 0.110" @ 37'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2.2CDL=6.0, ASCE 7-10, (All Heights), 't , �at,�2�a FRS(Dir), load duration fa lV lG•i P' 13-03-11 10-10-10 13-03-11 Truss designed ,'A1 (J AI T T f f in the plane , 1414 6-10-11 6-01-04 0-03-12 5-05-05 5-05-05 0-03-12 6-01-04 6-10-11 . -f(. .,_Qom;,. T T 4T T TT T T 6.00 M-4x6 M-3x8 M-4x6 12 12 8920.01 E 9� 45 7 Q6.00 ----- 6 f: M-3x4 + + M-3x4 , OREGON �. }" 14 2 r o o �" "' i EXPIRES; 12/31/2017 1 12 13 14 1 15 16 _�`1 I IM-3x8 M-1.5x3 M-3x8 0.25" o M-3x8 M-1.5x3 M-3x8 o M-5x6(5) y b l y l c l • 6-08-15 6-01-04 5-10-13 5-10-13 6-01-04 6-08-15 y y y • -- 1-04 37-06 1-04 '{4 .44 •eWAs - JOB NAME : LENNAR 3376-E SELLWOOD - AH2 ° o Scale: 0.1725 t'a r ,,, . �0 . rrw SWARNINGS: GENERAL NOTES, unlessotherwlse noted: ,, Truss: AH2 Builder or ca construction should be advised of all General Notes 1.Thislbuidelding co k neat.only upon the parameters parameters mewn end Is for r Individual and Warnings before censlmction commences. build Ig campoceM Applicability of design parameters antl proper d! - 2.204 compression web bracing must beinstalled where shown incorporation of component Is the responsibility of the building designer. , / , 3.Additional temporary bracing to stablity during construction 2.Design assumes the top and bottom chords to be laterally braced at t 51348 f`y''t.;) is the respons b lity of the erector.Addd creat permanent bracing of T a c and at t17 a c respectively unless braced throughout their length by • DATE: 4/18/2017 the overall structure s the responsibility of the building designer. continuous sheathinginor such as acinre sheath B 11 and/or drywaNBC) QA C .tsmR }" 3 co Impact bridging or lateral bracing plywood s red where shown•i V SEQ. : K3095081 4.No bad should be applied to any component until after all bracing and 4 Installation oftruss isthe responsibility ofthe respective contractor. fasteners are complete and at no time should any mads greater than 5 Design assumes trusses are to be used In a non corrosive environment, �.��OALr TRANS ID: LINK desgnbads beapplied toany component. and are for"tlrycentliton afuse. Ss 5.CompuTrus has no mntrol over and assumes no responsibility for the ft.Oesign assumes full beartig at all supports shown.Shim or wedge If necessary. .. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. _ B.This deogn is furnished subject to the limitations set forth by B.Plates shall be located on both feces of buss,and placed so their center April 18,2017 TPIMTCA In SCSI,copies of which will be fumished upon request. lines coincide wnh joint center lines. B.Digits Indicate size of plate in inches. MiTek USA,Ino./CornpuTrus Software 7.6.8(1 L)-E 10.For basic cennewor plate design values see ESR-1317,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TO: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2-12=(-617) 2419 12- 3=( 0) 275 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2833) 798 12-13=(-619) 2416 3-13=(-487) 151 WEBS: 2x9 DF STAND 3- 4=(-2310) 784 13-14=(-622) 2290 13- 4=(-132) 650 LOADING 4- 5=( 0) 0 14-15=(-622) 2240 13- 6=(-483) 179 TC LATERAL SUPPORT G= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1979) 736 15-16=(-650) 2416 14- 6=( 0) 272 BC LATERAL SUPPORT <- 12"OC. LION. DL ON BOTTOM CHORD= 10.0 PSF 6- 8=(-1979) 736 16-10=(-648) 2419 6-15=(-483) 180 TOTAL LOAD= 42.0 PSF 7- 8=( 0) 0 8-15=(-132) 650 8- 9=(-2310) 789 15- 9=(-487) 151 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2833) 798 9-16=( 0) 275 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 67 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. OVERHANGS: 16.0" 16.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -348/ 1727V -151/ 151H 5.50" 2.76 DF ( 625) 37'- 6.0" -398/ 1727V 0/ OH 5.50" 2.76 DF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.150" @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.358" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = 0.008" @ 38'- 10.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ 38'- 10.0" Allowed = 0.178" MAX HORIZ. LL DEFL = 0.065" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.110" @ 37'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4. BC..=6.0, ASCE 7-10, (All Heights), Enclo --, arum[]act•• ' MWFRS(Dir), load duration fa: !.4 ri At tC°•� 15-11-11 5-06-10 15-11-11 Truss designed s T ' f T in the plane .(311NEe 0.7 6-10-11 6-01-04 2-11-12 2-09-05 2-09-05 2-11-12 6-01-04 6-10-11 4•41 T 'f T f T T f T T 89 21, 0 E � 12 5 7 12 �' k 6.00 M-9x6 M-3x8 `'M-9x6 Q 6.00 4 6 OREGON kt M-3x4 ,M-3x4 � / 141c /Cti 1 e., », fl o EXPIRES: 12/11/2017 0 ® v 0 12 13 19 15 16 `lr M-3x8 M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x8 l 0 M-5x6(S) y b 1 l l ), ). 6-08-15 6-01-04 5-10-13 5-10-13 6-01-04 6-08-15 1' 1' '0 1' b ORRfL,L 1-04 37-06 1-04 14" JOB NAME : LENNAR 3376-E SELLWOOD - AH3 <-?.'®Va `' Scale: 0.1725 ' i pC - - . �. ie' lo WARNINGS: GENERAL NOTES, unless otherwise noted: j_ P 1.Builder and erection contractor should be advised of all General Notes 1.Thb design is based only upon the parameters shown and is for an individual a Truss: AH3 and Warnings before construction commencesbuilding component Applicability of design parameters and proper �� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building deagner. i- 3.Additional temporary bracing to insure stability doing construction 2 Design assumes the top and bottom chortle to be throughouty bracetl at �j C t o a s the responsibility of the erector.Additional permanent bracing of T o i and at ea15 o c respectively a ply unless braced their length by 'Q'/a� ]G J 7 1, continuous sheathing or such l b plywood sheathing(TC)a: drywell(BC). Q i+b it+. y,>L+r1'� DATE: 4/18/2017 the overall structure s the responsibility of the building tlesigner. 3 ix Impact bridging or lateral bracing required where shown++ V{t] ' SEQ. : K3095082 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. ♦+ (1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non-corrosive environment ^ftNAL. TRANS ID: LINK design loads beapplied oany component. and gna55or full bearing supports wedge 5.ComptTrus has no control over and assumes no responsibility for the 6 pacer full bean t all eu rts shown.Shim or wed f scary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April .l 1 8,20.l 1 7 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWOCA in SCSI,copies of which will be furnished upon requestlines coincide weh slot center lines. + 9.Digits indicate eke of plate in inches. MiTek USA,Inc.jCompuTnls Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M 4 LUMBER SPECIFICATIONS TRUSS SPAN 13'- 5.6" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-317) 302 3-4=(-114) 67 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -29) 29 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 444V -106/ 312H 5.50" 0.71 DF ( 625) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.24 OF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -263/ 477V 0/ OH 1.50" 0.61 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 11'- 11.2" -70/ 104V 0/ OH 1.50" 0.13 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5 13'- 5.6" -26/ 57V 0/ OH 1.50" 0.09 OF ( 625) 0 (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I 4° 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 �( MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" )p MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.209" @ 4'- 5.8" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.249" @ 3'- 11.0" Allowed = 0.897" 12 MAX HORIZ. LL DEFL = -0.005" @ 13'- 4.9" MAX HORIZ. TL DEFL = -0.005" @ 13'- 4.9" 6.00 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 r1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads o in the plane of the tr. -7 89200.E r- p4"OREGON t, ��� 6E�RI��o vii.- M-3x4 EXPIRES; 12/31/2017 ), y ), y 1-00 8-00 5-05-10 4 �, WAS 14 JOB NAME : LENNAR 3376-E SELLWOOD - AJ9 � a ' Scale: 0.3788 4- -. 0 -� r WARNINGS: GENERAL NOTES, unless omelw se noted' / -, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: AJ9 and Warnings before saneructlon commences building componentApplicability of design parameters and proper incorporation of component Is the respontb ty of the building designer. 2.2x4 compression web bracing must be Installed where shown. /41, - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at ��. Y#.[ is the responsibility of the erector.Additional permanent bracing of 7oc and at 10'ac respectively unless braced throughout their length by 'ter DATE: 4/18/2017 the overall structure a me responsibility r the buildingdeo cont continuous sheathing such as plywood sheathng(TC)and/or drywall(BC) apona ity o gner. 3 2x Impact bddging or Islami bracing required where shown•+ ,^ ',�,','�' ' SEQ. : K3 0 9 5 0 8 3 4.No load should be applied to any component unt l after all bracing and 4 Installation of truss is the responsibility of the respective contractor. V \A� fasteners are complete and et no time should any loads greater man 5 Design assumes trusses are to be used n a non corrosive environment, y,ONAT '1 TRANS ID• LINK design loads beapplied toany component. and arebr"tlryconditlon'oruse ONAL 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supporta shown.Shim or wedge If necessary. _ - . fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage la provided. April 18,20,t 1 7 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVICA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1LYE t0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 66 2-12=(-974) 5372 12- 3-) -406) 2086 17-10=(-180) 182 BC: 2x4 DF #1&BTR; SPACED 24.0" O.C. 2- 3=(-6336) 1162 12-13=(-946) 5228 3-13=(-2010) 528 2x6 DF SS B1 3- 4=(-3712) 600 13-14=(-646) 3516 13- 4=) -180) 1360 WEBS: 2x4 DF STAND LOADING 4- 5=( 0) 0 14-15=(-648) 3516 13- 6=) -750) 354 LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-3180) 616 15-16=1-424) 2424 14- 6=( -74) 96 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2804) 668 16-17=(-382) 2196 6-15=(-1292) 266 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2050) 578 17-11=(-484) 2466 15- 7=( -94) 832 8- 9=(-2064) 546 7-16=(-1122) 354 LL = 25 PSF Ground Snow (Pg) 9-10=(-2704) 596 8-16=( -368) 1486 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+DL= 2282.0 LBS @ 2'- 1.5" 10-11=(-2918) 610 16- 9=( -656) 236 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-17=( -16) 428 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -780/ 3899V -193/ 201H 5.50" 6.24 DF ( 625) ( 2 ) complete trusses required. 37'- 3.0" -241/ 1669V 0/ OH 5.50" 2.67 DF ( 625) _,/,_ Attach 2 ply with 3"x.131 DIA GUN nails staggered: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX LL DEFL = 0.002" @ -1'- 4.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.002" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.077" @ 14'- 8.1" Allowed = 1.817" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.254" @ 19'- 8.1" Allowed = 2.422" MAX HORIZ. LL DEFL = 0.029" @ 36'- 9.5" 0-03-13 MAX HORIZ. TL DEFL = 0.062" @ 36'- 9.5" 7-11-11 1-03-13 10-05-08 17-06 Design conforms to main windforce-resisting 'r '1' T T T system and components and cladding criteria. 2-01-08 5-06-06 1-00-05 5-11-10 4-09-06 5-11 5-08 5-11 T •( ''l' T T ' 'I' '( '( Wind: 140 mph, h=23.6ft, TCDL=4.2,800E=6.0, ASCE 7-10, 7-11-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 M-4x6 12 Truss designed for w adpa A.O 6.00 6.00 Q 6.00n the plane of Tr{C{Cy - 4.0" -57 ‘Y/O- M-3x4 3.1" -Q 8:9200 E r- 7 ,9M-3x4 9 M-5x10 M-4x6 45 6 - +I M-1.5x3 OREGON , M-3x6 .4iiildel ilier"3 RI 0- v... ftr' i o , co de o 1.0.°7 12 Hi 13 14 15 16 17 **11 EXPIRES: 12131/2017 I �M-3x10 0.25" M-3x4 0.25" M-3x4 M-3x4 1 M-3x8 M-7x12(S) M-5x8(5) M-1.5x3 * *22820 b l * * l 1 2-01-08 5-06-06 1-05-14 5-06-06 5-00-14 8-09-14 8-08-02 1-04 37-034.9 .QV 01, WASE'`'i?,.. JOB NAME : LENNAR 3376-E SELLWOOD - BH1 p, �p Scale: 0.1687 /C'�L" • WARNINGS: GENERAL NOTES, unlessotherxlse noted: • ‘4T/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual lba Truss: BH1 and Warnings before constnicbon commences bolding component Applicability of design parameters and proper %oJr 2.204 compression web bracing must be nslalletl where shown.. incorporation of component Is the responsibility of the building designer. /°�",I . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at • 5139a cp Is the responsibility of the erector.AdtlNonel permanent bracing of T o c.and at 1 V o c respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)end/or drywall(BC) rr��vr.r.EQ DATE: 4/18/2017 the overall structure is the responsibility of the building designer. 3.91 Impact bridging or lateral bracing required where shown.. �l s'l 1.Ta} S E K3 0 9 5 0 8 5 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y�@ (j 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, IT,�Q�TAT design loads be applied to any component. and are for dry tail bearing at use. NAL'' TRANS ID: LINK 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if nary. p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage k provided. An .18 April 1 ,20.1 1 7 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center p" TPIM'TCA in SCSI,copies of which will be furnished upon requestlines coincide with Joint center tines. y 9.Digits Indicate sae of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate dedgn values see ESR-1311,ESR-1966(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC f LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2-12=(-759) 2911 12- 3=( 0) 219 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-2828) 819 12-13=(-761) 2908 3-13=(-291) 96 3- 9=(-2999) 823 13-14=(-699) 2385 13- 4=(-199) 759 LOADING 9- 5=( 0) 0 19-15=(-509) 1935 13- 6=(-706) 209 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 6=(-2175) 839 15-16=(-465) 2012 19- 6=(-690) 935 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2708) 998 16-11=(-560) 2282 19- 7=(-916) 929 TOTAL LOAD = 92.0 PSF 7- 8=(-1810) 675 7-15=(-788) 447 8- 9=(-1895) 636 15- 8=(-959) 1306 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2490) 683 15- 9=(-652) 237 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2706) 699 9-16=( -11) 906 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-10=(-180) 179 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 16.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -272/ 172211 -193/ 201H 5.50" 2.75 DF ( 625) 37'- 3.0" -217/ 1569V 0/ OH 5.50" 2.50 OF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.156" @ 11'- 11.5" Allowed = 1.817" MAX TL CREEP DEFL = -0.370" @ 11'- 11.5" Allowed = 2.922" 0-03-15,e,� MAX HORIZ. LL DEFL = 0.060" @ 36'- 9.5" '1'I MAX HORIZ. TL DEFL = 0.101" @ 36'- 9.5" 10-07-11 1-03-13 7-09-08 17-06 T ' '� f Design conforms to main windforce-resisting 5-04-13 4-10-15 1-00-05 4-03-15 3-09-02 6-00-03 5-07-07 5-10-07 system and components and cladding criteria. f f f f T f I 4 Wind: 190 mph, h=23.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 10-07-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T load duration factor=l.6, 12 12 M-4x6 12 Truss designed for w'� c141 6.00 6.00 in the plane of t. �1�++ 4.0" Q 6.00 ' 14111144 M-3x9 GV t:. p`TM-5x10 3.1' M-3x4 4 . Qa. -E tr-. M-5x6 9 95 6 e In SC- M-3x93 4-. + 1111100:M-1.5x3 OREGON 4(( iii R I o N d8 r 13 19 *a+ 1 12 15 .07. om�++ to �M-3x8 M-1.5x3 0.25" M-3x6 0.25"6 M-4x6 ",11. oo E/1PIRE57, 12/31 01 M-5x8(S) M-5x8(5) M-3x5 ), l l b y y ), 5-03-01 4-10-15 1-09-08 7-09-08 8-09-14 8-08-02 1-04 37-03 j �� . RR L .Q, JOB NAME : LENNAR 3376-E SELLWOOD - BH2 0.1 1� /1���' 7Scale: 0.1692 �' A+,A:.• ��(91 .4,:`, WARNINGS: GENERAL NOTES, unless otherwise noted: -�- ' Truss: BH2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Wam ngs before construction commences building component Applicability of design parameters and proper ', 2.244 compression web bracing must be Insta lad where shown 4. Incorporation of component is the responsibility of Me building designer. /4''', r 3.Addit onal temporary bracing to insure stab lty during construction 2 2Design assumes the top and bottom chortle to be laterally braced � n is the responsibility of the erector.Additional permanent bracing of 7 o c and at IS e c raspectivety unless braced throughout their length by ,i, 13 8 tw DATE: 4/18/2017 the overall structure is the responsibility of the build des continuous sheathing such as acing re uired In ere s antl/or tlrywall(BC) AGF T'R '1' building goer. 3 In Impactattrubridging or lateral bracing required where shown•e SEQ. : K 3 0 9 5 0 8 6 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 410NAL TRANS ID: LINK design loads be applied to any over and are for dry condition"of et all 5.CompuTrus has no control over and assumes no responsibility for the 8.Design a saumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. nets ry. rT .t 6.This design is furnished subject to the limitations set forth by T.Plats assumes b el c ed an drainage fa Is provided. April 'I 8,2O 1 7 6.Plates shall a located on both laces of truss,and placed so their center TPINJTCA In SCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8 -E 9.Degas indicate size of plate In Inches. 1 L P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2-12=(-871) 2427 12- 3=( 0) 219 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2828) 928 12-13=(-873) 2424 3-13=(-241) 71 WEBS: 2x4 DF STAND 3- 4=(-2494) 950 13-14=(-854) 2417 13- 4=(-233) 759 LOADING 4- 5=(-2175) 938 14-15=(-608) 1947 13- 5=(-696) 247 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 15-16=(-526) 2012 14- 5=(-690) 535 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=(-2708) 1166 16-11=(-617) 2282 14- 7=(-530) 954 TOTAL LOAD = 42.0 PSF 7- 8=(-1810) 747 7-15=(-803) 524 8- 9=(-1845) 707 15- 8=(-525) 1306 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2490) 751 15- 9=(-653) 234 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2706) 769 9-16=( -7) 407 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-10=(-180) 169 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 16.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -326/ 1722V -200/ 209H 5.50" 2.75 DF ( 625) ** For hanger specs. - See approved plans 37'- 3.0" -247/ 1564V 0/ OH 5.50" 2.50 DF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.006" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = 0.162" @ 11'- 11.5" Allowed = 1.817" MAX TL CREEP DEFL = -0.370" @ 11'- 11.5" Allowed = 2.422" MAX HORIZ. LL DEFL = 0.060" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.101" @ 36'- 9.5" 19-09 17-06 f '( Design conforms to main windforce-resisting system and components and cladding criteria. 5-09-13 4-10-15 1-04404)7-112-08-03 3-09-02 6-00-03 5-07-07 5-10-07 ,r 1' ' T 1' '1 T '1' 1' T Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10-07-04 load duration factor=1.6, '( Truss designed for w'-. ads��f, 12 12 M-9x6 12 in the plane of t.C !•x Opn. 6.00 6.00 9.0" Q 6.00 a(` CC(9v M-3x97 - 3.1" 89200PE f M-5x10 6 s. M-3x4 M-5x6 9 4 is ,...,,um--2,20 > 343A /L.53 Mk-RR1L o 1/' 12 113e 14 15 6R *h1 o EX-PI RE ' 12/31/2017 I M-3x8 M-1.5x3 0.25" M-3x8 0.25" M-4x6 t Mo M-5x8(S) x M-3x5 J, 1 l 1• )- l y 5-03-01 9-10-15 1-09-08 7-09-08 8-09-14 8-08-02 y ,Q 1-04 37-03 , ,1/) ''i. - �y JOB NAME : LENNAR 3376-E SELLWOOD - BH3 15 Scale: 0.1692 .,, ri►� ? ° I - WARNINGS: GENERALNGTES, unlessotherwsended. 1.Balder and erection contractor should be advised ofail General Notes 1.This design G based only upon the parameters shown anis for an Individual Truss: BH3 and Warnings before construction commencesbuilding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be osis lied where shown+. incorporation of component Is the responsibility of the bolding designer. / x 3.Additional temporary bracing to Insure stability during construct on 2 Design assumes the top and bottom chords to be laterally braced at _ C 139• {s, sthe reresponsibility f the erector.Additional permanent of 7oc and at 1 CS oc reuch as plywood sbraceng(TC)hdGordout a VP J J7 `Y sport yo permanen continuous sheathing such as plywood shealhmg(TC)andlor drywall(BC) "iTCj'I{�r.rN�� DATE: 9/18/2017 the overall structure h the responsibility of the building designer 3.2x Impact budging or lateral bracing required where shown e+ 1 G SEQ. : K3095087 4.No load should be applied to any component after allbracing ng and 4Inda reforoflruss ethe ion"ofonsb responsibility of the respective contractor. r_�qy fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non-corrosive environment, s ZQ, AL Sit":' TRANS ID' LINK design loads be applied to any component 0 gra some condition" use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if scary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April 18,2017 6.This design is furnished subject to the limitations set forth by 8.Pletes shall be located on both faces of truss,and placed so their center TPIANrCA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E ID.For basic connector plate design values see ESR-0371,ESR-1558(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&13TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2-12=(-1008) 2475 12- 3=( 0) 219 BC: 2x4 DF #1&BTA SPACED 29.0" O.C. 2- 3=(-2899) 1023 12-13=(-1010) 2472 3-13=(-239) 61 WEBS: 2x4 OF STAND 3- 4=(-2517) 1050 13-14=(-1015) 2976 13- 9=(-279) 768 LOADING 4- 5=(-2196) 1027 14-15=) -799) 2000 13- 5=(-695) 300 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 7=( 0) 0 15-16=( -618) 2057 14- 5=(-692) 549 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 6=(-2735) 1311 16-11=( -725) 2391 14- 6=(-541) 966 TOTAL LOAD= 92.0 PSF 6- 8=(-1835) 853 6-15=(-829) 632 8- 9=(-1870) 810 15- 8=(-625) 1341 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2567) 870 15- 9=(-683) 239 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2802) 897 9-16=( -16) 957 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-10=(-240) 183 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 16.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -373/ 1732V -215/ 229H 5.50" 2.77 DF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). 37'- 6.0" -287/ 1575V 0/ OH 5.50" 2.52 DF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 9.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = 0.180" @ 11'- 11.5" Allowed = 1.829" MAX TL CREEP DEFL = -0.379" @ 11'- 11.5" Allowed = 2.439" MAX HORIZ. LL DEFL = 0.062" @ 37'- 0.5" MAX BORIZ. TL DEFL = 0.104" @ 37'- 0.5" 19-09 17-09 Design conforms to main windforce-resisting 1' '( 1' system and components and cladding criteria. 5-04-13 4-10-15 1-04-04 4-03-15 3-09-02 6-00-03 5-07-07 6-01-07 f f ' 'I` / /4' 1' 4 1 Wind: 140 mph, h=23.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 10-07-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, f f Truss designed for w'- a 12 12 M-9x6 12 in the plane of t. ►` %•r 0A" 6.00 6.00 46.004 •\. � U.C. a J M-3x47 14,104% F6e'9 3.1' 89200 pE v M-5x10©111 6• M-3x9 M-5x6 9 4 '� 111111111111P y + +e M-1.5x3 , OREGON l, M-3x4 + o 3 t, 7}, 251 MFR R10-dQ' r o / to -. _- Cr 1 a, 8 µ saw Y� 12 13 1' 19 15 16 *41 EXPIRES: 12/31/2017. I M-3x8 M-1.5x3 0.25" M-3x8 0.25" M-3x8 �1 EXPIRES:`S7 G !Cv l M-5x8(S) M-5x8(5) M-3x5 * ), l ,1 1 )' b . 5-03-01 4-10-15 1-09-08 7-09-08 8-09-14 8-11-02 b b J, .0RRILZ 1-09 37-06 J V NAS .Q, JOB NAME : LENNAR 3376-E SELLWOOD - BH4o ''.' Scale: 0.1677 `"® Q ter" WARNINGS: GENERAL NOTES, unless otherwise noted. �i1 i 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is loran individual a , Truss: BH4 and Warnings before construction commences. building component Applicability of design parameters and proper ^�f 2.2x4 compression web bracing must bents lied where shown+ Incorporation of component sine responsibility of the bulging designer. - /7j' 3.Additional temporary breGng to Insure slab Iky during construction 2 Design assumes the top and bottom chords braced to be laterally braced at �j 51398_„,0 I ,SO Is the responsibility at the erector.Additional permanent bracing of T c c and at IS o c respectively unless braced throughout their length by • VP ,A4- J +fU `4 DATE: 4/18/2017 the overall structure fa the res orisibigofine building continuous sheathing such as plywood sheathing(TC)and/or arywall(SC) ,r,p `'y p y g designer. 3.2c Impact bridging or lateral braGng required where shown++ ' GIS1 G ,Y}� SEQ. : 043 0 9 5 0 8 8 4.No bad should be applied to any component until after all bracing and 4.Installation Gauss is the responsibility of the respective contractor STAT fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non corrosive environment, 4.,r'TS- design loess be applied to any component. and are for"dry condklon"of use 1�' L TRANS I D: LINK 5.CompuTms has no control over and assumes no respons Elliry for the 8.Design assumes full beefing at all supports shown Shim or wedge if scary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April .1 p 81 ,20.1 1 7 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center TPIMRCA in Soul,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MiTek USA,Ino./CompaTous Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-I 988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2516) 545 1- 8=(-412) 2139 2- 8=(-209) 192 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2- 3=(-2289) 518 8- 9=(-285) 1820 8- 3=( -25) 429 WEBS: 2x4 DF STAND 3- 4=(-1640) 453 9-10=(-282) 1817 3- 9=(-649) 240 LOADING 4- 5=(-1640) 453 10- 7=(-415) 2119 9- 4=(-237) 1078 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2289) 518 9- 5-(-649) 240 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2516) 545 5-10=( -25) 430 TOTAL LOAD = 42.0 PSF 10- 6=(-209) 192 JT 1, 7: Heel to plate corner = 2.25" ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -206/ 1470V -184/ 184H 5.50" 2.35 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 35'- 0.0" -206/ 1470V 0/ OH 5.50" 2.35 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. / VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL = -0.115" @ 17'- 6.0" Allowed = 1.704" MAX TL CREEP DEFL = -0.272" @ 17'- 6.0" Allowed = 2.272" MAX HORIZ. LL DEFL = 0.051" @ 34'- 6.5" MAX BORIZ. TL DEFL = 0.085" @ 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-l.6, Truss designed for wind loads 17-06 17-06 in the plane of the truss only. T . 1' 6-00 5-09 5-09 5-09 5-09 6-00 T T T '1 T T 1' 12 12 6.00 M-4x6 prA 4.0" Q 6.00 `T,s� S fi Opet+- � NGINE� 6:,Q�, 1 ` 89240PE -7_, M-3x9 M-3x4 --- 3 5 1\ /1/0000,, OREGON M-1.5x32 ,-1.5x3 \� 4 M .RR11��'P M-3x8 -- - M-3x8 1 ** 8 10 ++, o EXPIRES: 12/31/2017 I0 M-3x4 0.25" M-3x4 0 M-5x8(5) l b l l y 8-10-08 8-07-08 8-07-08 8-10-08 y -[�� 35 00 4�r WAS `y JOB NAME : LENNAR 3376-E SELLWOOD - C4 Scale: 0.1789 AdOili�p% o o ` WARNINGS: GENERAL NOTES, unless otherwise noted. "11 1W. • 'a•)'.. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown ands for an Individual on commences building component.Applicability of design parameters and proper a Truss: C 4 and Warnings before constructr 2 2v4 compression web bracing must be Metalled where shown♦ incorporation of component Is the responsibility of the building designer. - / S.Additional temporary bracing to insure stability during construction unless Design assumes the top and bottom chords to be lateraIN braced at .MQ - [-y Is the respons bitty of the erector.Additional permanent bracing of 2 o c antl at 10.o c respectivebraced throughout their length by '� 1398 DATE: 4/18/2017 the overall structure Is the responsibility of building tles continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .. agi.r.p.p p y o g gner. 3 Di Impact bridging or lateral bracing required where shown++ ��t3;�,a1 SEQ.: K3095089 4.No load should beapplied toany component until after aHbracing and 4 lnstallatonoftruss sthe responsibility ofthe respective contractor. tN4a fasteners are complete and al no time should any loads greater than 5 Design assumes trusses are to be used In a non corrals environment. `�-��NAL TRANS ID• LINK design roads beapplied toany componeM and are for dry gntllon orate 5.CompuTrus has no control over and assumes no responsibility for the 8 Deelgn assumes full bear ng at all supports shown Shim or wedge if necessafabrication,handling,shipmentpp rr�� ,I pmed and le llle:reon of components. T.Design bescaeduoneoface to truss.an April 10rLO i7 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both feces of truss.and placed so their center TPIAN1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. N. 9.Digits indnate size of plate In inches. MiTek USA,Ina./CoelpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2-4-(0) BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-61) 15 ( ) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -106/ 384V -7/ 55H 5.50" 0.61 DF ( 625) 1'- 9.2" -55/ 36V 0/ OH 5.50" 0.06 DF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -18/ 43V 0/ OH 1.50" 0.07 DF ( 625) 12 LL 6.00 p LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IeROVIDE FULL BEARING;Jts:2,9,3I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I_ '.OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, EL-L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.052" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.070" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" Design conforms to main windforce-resisting -/ system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads r in the plane of the truss only. 0 o , irgli_MMIIMI 1/111111111111111111/1111111111111111111H-3: 8920QI. L. �t� In CC 4.OREGON , to © / 1412 .4' , MSR R;10- y b 1 EXPIRES; 12/31/2017 1-09 2-00 L tt JOB NAME : LENNAR 3376-E SELLWOOD - BJ1 , �� �" Scale: 1.0117 / ' WARNINGS: GENERAL NOTES, unless otherwise noted: L. ` � •` Truss: BJ1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual a and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing mus[be installed where shown+. incorporation of component Is the responeib lity of the building designer. ;Or 3 2 Design assumes the top and bottom chords to be laterally braced et .Additional temporary bracing to Insure stability during construction a__ s,v is the responsibility of the erector.Additional permanent bracing of 2 o c and at ICY o c respadrvety unless braced throughout their length by 51348 DATE: 4/18/2017 Ins overall structure Is the responsibility of the building designercontinuous sheathing such as plywood sheathing(TC)and/or drywati(BC) 3 2a Impact bridging or lateral bracing required where shown-ft- GIST'- SEQ. : K 3 0 9 5 0 9 0 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. 1 I fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment. 4ON ', TRANS ID: LINK design bads be applied to any component. and are for dry condition"oluce. 5,CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment end installation of components. necessary. - 7.PlDeates shall lcaednon drainage o trussea. April 18,2017 6.This design Is furnished subject to the limitations set by 8.Plates shall be located on both laces of truss,and placed so their center TPINVrCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Sotlware 7.6.8 1 L-E 9.Digits indicate size of plate in inches. P ( ) tO.For basic connector plate design values see ESR-1311,ESR-1988(MB'ek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 35-03-00 MONO HIP-D SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x6 DF SS; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 67 2-10=(-1658) 5619 10- 3=( 0) 269 14- 9=(-440) 303 2x4 DF 2400F Ti 2- 3=(-6455) 1856 10-11=(-1663) 5615 3-11=( -377) 137 BC: 2x6 DF SS LOADING 3- 4=(-6198) 2027 11-12=(-2428) 6723 11- 4=( -217) 1374 WEBS: 2x4 DF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 12-13=(-2222) 6029 11- 6=)-1536) 826 2x6 DF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 8.0" V 4- 6=(-5514) 1852 13-14=(-1479) 3874 6-12=( -294) 360 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 10'- 8.0" TO 35'- 3.0" V 6- 7=(-6605) 2337 12- 7=) -95) 887 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 35'- 3.0" V 7- 8=(-4733) 1702 7-13=(-2045) 904 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -74) 86 13- 8=( -463) 2209 TC CONC LL( 622.2)+DL( 174.2)= 796.4 LBS @ 10'- 8.0" 8-14=(-5015) 1901 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -936/ 3542V -91/ 197H 5.50" 5.67 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 35'- 3.0" -1390/ 3790V 0/ OH 5.50" 6.06 DF ( 625) OVERHANGS: 16.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.265" @ 16'- 4.3" Allowed = 1.717" MAX TL CREEP DEFL = -0.617" @ 16'- 4.3" Allowed = 2.289" MAX HORIZ. LL DEFL = 0.089" @ 34'- 9.5" MAX HORIZ. TL DEFL = 0.147" @ 34'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to.wind, Truss designed for wind loads 10-07-11 24-07-05 in the plane of the t 5-07-11 4-06-04 0-05-12 5-08-10 6-02-06 6-02-06 6-05-14 '�` �IN s� '( 'f. T+796.40# T T T T .,('� 12 M-7x8(5) Q4./ n p "f7 6.00 M-7x12 r. 5 -M-6x6 0.25" M-8x14 M-3x68� U.1 E 4 / 6 ), ...1_ 8 9 - _-- 10 > 3x4 ,/\/\ 1�A Bli III ro - 110 11 12 13 **14 �C EXPIRES:I M-1.5x3 M-3x10 0.25" M-5x8 M-7x8 IRE :_ 12/31/2017 o MSHS-9x10(S) y y y 1 1 1 5-05-15 4-06-04 8-04-15 8-03-03 8-06-11 1 1-04y 35-03 it ,. WAS q'Y" JOB NAME : LENNAR 3376-E SELLWOOD - CH1 I 30 Scale: 0.20424114'-'' .2042 / WARNINGS: GENERAL NOTES, unless otherwise notetl: , `V/)I. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an IndIvidual _ / Truss: CH1 and Wamngs before construction commences building component Applicability of design parameters and proper U 2.2x4 compression web bracing must be Installed where shown+ Incorporation&component is the respondbilty of the builally bracedng designer. - / 'I 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the lop and bottom chords to be laterally et _ 'r 51398 k� Is the responsibility of the erector.Additional permanent bracing of T o c and at 10 a c respectively unless braced throughout their length by `` continuous sheathing such as plywood Iced ing(TC)and/or drywan(BC) ' '0/STf�- y} -i DATE: 4/18/2017 the overall structure s the responsibility of the building designer. 3 Dr Impact bridging or lateral bracing required where shown++ r 4.No load should be applied to any component until after all bracing and 4 Installation of truss s the responsibility of the respective contractor. 1 SEQ. : K3 0 9 5 0 91 fasteners are complete and at no time should any loads greater Than 5.Design assumes trusses are to be used In a noncorrosive environment, � . V^ANAL TRANS ID: LINK design bads be applied to any component. 6 aDesign ne are for"dry condition" rnr tel supports shown shin or wed f 5.CompuTms has no control over and assumes no responsibility for the assumes g a ppo tie i - necessary. p fabrication,handling,shipment and installation&components. 7.Design assumes adequate drainage Is provided. April I I V i 20 17 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed Sc their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For baste connector plate design values see ESR-1311,ESR-1988(WO) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2-10=(-760) 2259 10- 3=( O) 266 14- 9=(-153) 87 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2651) 522 10-11=(-762) 2256 3-11=( -996) 196 WEBS: 2x9 DF STAND 3- 4=(-2124) 503 11-12=(-610) 1985 11- 9=( -79) 589 LOADING 4- 5=( 0) 0 12-13=(-513) 1716 11- 6=( -339) 109 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1813) 484 13-14=(-396) 1090 6-12=) -226) 177 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1914) 513 12- 7=) -95) 949 TOTAL LOAD= 92.0 PSF 7- 8=(-1331) 383 7-13=) -787) 265 8- 9=( -101) 113 13- 8=) -138) 963 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8-19=(-1653) 991 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -239/ 1645V -117/ 255H 5.50" 2.63 DF ( 625) 35'- 3.0" -187/ 1973V 0/ OH 5.50" 2.36 DF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.116" @ 13'- 3.4" Allowed = 1.717" MAX TL CREEP DEFL = -0.269" @ 13'- 3.4" Allowed = 2.289" MAX HORIZ. LL DEFL = 0.098" @ 34'- 11.5" MAX HORIZ. TL DEFL = 0.080" @ 34'- 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of t�� Or 13-03-11 21-11-05 T,S 7k'!� Sllr CtFe y._ T '( 6-10-11 6-01-04 0-03-12 5-02-02 5-05-14 5-05-14 5-09-06 IGIN V,l� 4 4 4T T 12 4 I1 pp(� /�pc .rJ 6.00 L7 M-4x6 M-5x6(S) Q; (,?� OOr L 7f ys M-3x4 0 25r. M-4x6 M-1.5x3 r A 74 8 9 -/ M 3x9 3 +. \/ P y� OREGON �s� 0 MFR R L� 6P r o II EXPIRES:. 12/31/2017_� 1 10 12 13 **19 to 1 M-3x8 M-1.5x3 0.25" M-3x4 0.25" M-3x6 M-5x8(S) M-5x6(5) 1 y y y y b 6-08-15 6-01-04 7-05-10 7-03-147-07-06 l 1 1 'OltRat, 1-04 35-03 40 F ,VAS . JOB NAME : LENNAR 3376-E SELLWOOD - CH2 -° ,,�; o� , . Scale: 0.1773 � r7I�� , - WARNINGS: GENERAL NOTES, unless otherwise noted: ` </b�`, •. '� Truss: CH2 1.Builder and erector contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands hr an individual l 5 JJ and Warnings before construction commences. building component.Applicability of design parameters and proper - 2 / 2.ls4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the Wilding ng designer. /g,I 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at a� B the responsibility of the erector.Additional permanent bracing o/ F o c.and a110'o c respectively unless braced throughout their length by 5134 , DATE: 4/18/2017 the overall structure s the reaponslb ib of the building designer continuous sheathing such as plywood sheathing(TC)andlor drywall(BC) .. 4.No load should be applied 10 an 3 i Impact bridging or lateral bracing required where shown+acro ---cfss+'p�Y:' SEQ. : K3 0 9 5 0 9 3 pP y component until after all bracing and 4.Installation of truss N the responsibility of the respective contractor. 4 (�, fasteners are complete and at no lee should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, S`r.to!NAL',- TRANS ID: LINK deslgnbads beapplied toany component. and are for drymmdhmn of use. if S� 5.CompuTrus has no control over and assumes no responsibility for the B.necDesesn assumes full bearing at all supports shown.Shim or wedge If fabricalibn,handling,shipment and installation of components. necessary. .l p .l - 5.This design is furnished subject to the limitations set forth by 7.Design assumes adequateon oth face is Buss,andd. I V,20 17 e.Plates shell be located on both faces of truss,and placed so their center TPIANrCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Signs Indicate see of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-7311,E5R-1980(MITet) This design prepared from computer input by pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2521) 566 1-11=(-438) 2118 2-11=(-132) 156 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2335) 543 11-12=(-345) 1918 11- 3=( -7) 336 3- 4=(-1821) 504 12-13=(-211) 1560 3-12=(-494) 189 WEBS: 204 DF STAND LOADING 9- 5=( 0) 0 13-14=(-395) 1918 12- 4=( -77) 465 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 7=(-1561) 494 14-10=(-439) 2118 12- 7=(-101) 108 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE' 6- 7=( 0) 0 7-13=( -71) 505 TOTAL LOAD = 42.0 PSF 7- 8=(-1828) 507 13- 8=(-491) 189 8- 9=(-2335) 543 8-14=1 -8) 334 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2521) 567 14- 9=(-132) 156 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA JT 1, 10: Heel to plate corner = 2.25" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -199/ 1470V -161/ 16111 5.50" 2.35 DF ( 625) ** For hanger specs. - See approved plans 35'- 0.0" -199/ 1470V 0/ OH 5.50" 2.35 DF ( 625) 1COND. 2: Design checked for net(-5 paf) uplift at 24 "cc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.114" @ 19'- 3.6" Allowed = 1.709" MAX TL CREEP DEFL = -0.262" @ 19'- 3.6" Allowed = 2.272" MAX HORIZ. LL DEFL = 0.051" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.085" @ 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0-03-12 0-03-12 Truss designed for wind loads Pr Pr in the plane of the truss only. 15-08-11 3-06-10 15-08-11 5-02-07 4-11-08 5-03 3-06-10 5-03 4-11-08 5-02-07 T 2 T TT TT T 1 T c�'�;E t4G I N E', 6> 6.00 M-9x6 5 fi M-6x6 Q 6.00 N. Vo[] (�/�Q 4 1> �' 892001. E �r- M-3x4M-3x4 3 9 9 OREGON <tr M-1.5x3 4\ + M-1.5x3 , ".4Y ,��.: .. q 2 9 CJ pa '. 1411114' M0�R'�y�. M-3x8 M-3x8 .e mm , 13 19 +10 o EXPIRES: 12/31/2017 11 i 1 ** M-3x4 10.25" M-3x4 M-3x4 tt M-5x8(5) l l )' l ), y 7-09-15 7-05-04 4-07-07 7-03-08 7-09-15 y 35-00 -0, ..,".)," 4, .. .,,iSt.Y 5-00 ..- ,--t WAS `1 . j�yC,hy�]� /-S JOB NAME : LENNAR 3376-E SELLWOOD - CH3 Scale: 0.1789 4 ij %s.°. 1� • WARNINGS: GENERAL NOTES, unless otherwise noted [ �- f eal� 1 Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown ands for an individual ,sa 0 Truss: CH3 and Warnings before construction commences building componentApplicability of design parameters and proper 2�� 2.2v4 compression web bracing must be installed where shown* incorporation of component s me responsibility of the building deagner. / 3 Additional temporary bracing to nsure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at • r�t 5134 Is the responsibility the erector Addinonelpermanent bracing of T o c and al i 0'o.c respectively unless braced throughout their length by ofcontinuous sheathing such as plywood sheathing(TC)and/or drywan(BC) t.G STI '' DATE• 4/18/2017 the overall structure Is the responsibility of the building designer. 3.2>t Impact bridging or lateral bracing required where shown*+ % 4N 1 A No load should be applied to any component until after all bracing and 4.Installation of truss N the responsibility of the respective contractor SEQ.: K3095094 4.fastenersere complete end et no time should any loads greater than 5.Design assumes trusses are to be used in°non-corrosive enoironment 44i)1 AL- - TRANS ID: LINK design mads be applied to any component. and th umes full bearing at all supports shown.Shim or wedge If ry 8pfabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April I 1 ,201 7 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center • TPIIWTCA In SCSI,copies of which will be furnished upon requestlines coincide with joint center line. 9 Digits Indicate she o/plate in inches. MITek USA,Ino./CompuTres Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1960(Mitek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5=(0) 0 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-259) 156 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=(-158) 0 LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA OVERHANGS: 12.0" 30.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -44/ 432V -72/ 271H 5.50" 0.69 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 158V 0/ OH 5.50" 0.25 DF ( 625) 8'- 0.0" -306/ 558V 0/ OH 1.50" 0.71 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 9 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (PROVIDE FULL BEARING;Jts:2,5,3 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.094" @ 10'- 6.0" Allowed = 0.250" MAX TL CREEP DEFL = -0.121" @ 10'- 6.0" Allowed = 0.333" 12 3 MAX TC PANEL LL DEFL = 0.388" @ 4'- 9.2" Allowed = 0.598" 8.00 MAX TC PANEL TL DEFL - -0.437" @ 4'- 6.1" Allowed - 0.897" ) MAX HORIZ. LL DEFL = -0.009" @ 7'- 11.2" MAX HORIZ. TL DEFL - -0.009" @ 7'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a, load duration factor=1.6, o Truss designed for wind loads ti in the plane of the truss only. ,, GINE ' ,2.� 4„.‹._144 � 89200PE of o � dcc le 74. ,�OREONlV o f 1 witz'M-3x4 s=� �© ,. �4'1� � "�`. 'Iql EXPI RE&. 12/31/2017 l y y l 1-00 8-00 2-06 A a° WA JOB NAME : LENNAR 3376-E SELLWOOD - CJ6 ,--• /�e ; A., Scale:Scale: 0.4628 t � ' . WARNINGS: GENERAL NOTES, unless olherwke noted: `, ` TrussC J 6 I.Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an individual e and Wam ngs before construction commences building component.Applicability of design parameters and proper 2.2x4 compressor web bracing must be installed where shown+ Incorporation of component sibs responsibility of the building tleisgner. ��� _ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords N be laterally braced at / •' is the responsibility of the erector. onal permanent bracing of Z o.c and at 70'o.c respectively unless braced throughout their length by �' 5139 a DATE: 4/18/2017 the overall structure Is the responsibility of the bulla deal continuous sheathing such as plywood sheathing(TC)and/or drywall(BE). .. fix ,ay{' n9 soar. 3 rax Impact bMgmg or lateral bracing required where shown.. . x� `"-.irre *' SEQ.: K3095095 4.No bad should be applied to any component until alter all bracing antl 4 Installation of truss W the responsibility of the respective contractor. AS A fasteners are complete aat no time should any(cads greater than 5 Design assumes trusses are to be used In a non conoswe environment, 1* -14?a. TRANS ID: LINK design loads be applied to any component. end are tor'tlry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes hal bearing at all supports shown.Shim or wedge If fabrication,handling.shipment and installation of components. rwcery' .f S.This design is furnished subject to the limitations set forth by S.Design assumes beseduoneothl face lsprose.en April 18i2�l7 B.Plates shall be located on both faces of Truss,and placed so their center TPIA1?CA in BCS(,copies of which will be furnished upon request. lines coincide wah joint center lines. S.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19813(MRek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 Di' #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-322) 259 3-4=(-127) 48 TC LATERAL SUPPORT <= 12"00. UON. LOADING 4-5=( -80) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 15.2" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POE' Ground Snow (Pg) 0'- 0.0" -29/ 446V -100/ 321H 5.50" 0.71 DF ( 625) 7'- 9.2'• 0/ 152V 0/ OH 5.50" 0.24 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -247/ 468V 0/ OH 1.50" 0.60 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 11'- 11.6" -131/ 233V 0/ OH 1.50" 0.30 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5 -7 (PROVIDE FULL BEARING;Jts:2,6,3,41 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" j0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 13'- 2.8" Allowed = 0.127" MAX TL CREEP DEFL = -0.008" @ 13'- 2.8" Allowed = 0.169" MAX TC PANEL LL DEFL = 0.211" @ 4'- 5.8" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.251" @ 3'- 11.0" Allowed = 0.897" 12 MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" 8.0017- MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" 3 Design conforms to main windforce-resisting system and components and cladding criteria. I )� @-) Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I N load duration factor=1.6, o Truss designed for win. , in the plane of th Strf} ,<. A;--C.O11NE' 9/ o. 17 `C" 892O0PE f �OREGON�` �� 'ID- 1^14 2� Q4. 6....-__., RN MqSR RI VA-4 1 0 M-3x4 EXPIRES: 1213112017 * * ), * 1-00 8-00 5-02-13 444 ov wAs ;,. JOB NAME : LENNAR 3376-E SELLWOOD - CJ9 �"' �-�� �' Scale: 0.3868 �a •• 'e. •. O • WARNINGS: GENERAL NOTES, unless otherwise noted: - `-+_JA 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is tor an individual „` Truss: CJ9 and Warnings before construction commences building component Applicability of design parameters and proper / 2 2a4 compression web bracing must be nslalletl where shown+ incorporation of component is the responsibility of the building designer. / / 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 r 1.}(1• ^r s the responsibilityf the erector Additional t bracing of 7 oz.and at 10 o c respectively unless braced throughout Melr length by ) J J 7 apermanent continuous sheathing such as plywcotl sheathmg(TC)and%or drywall(BC) i7'(x+�'s 'i'�," DATE: 4/18/2017 the overall structure Is the responsibility of the building designer. 3 2Ar Impact bridging or lateral bracing required where shown+• 4 No load should be applied to any component until after bracing and 4 Installation of truss Is the responsibility of the respective contractor. SEQ. : K3095096 all fasteners are complete and at s DeergnaaaameetaeaeeaetobaeaedInanen arroameendrronment, `.26NAL - I TRANS ID: LINK design loads be applied to any component and are fss5r"dry tuft baring use. ponsi b S.n Design assumes full beefing at all suppoM1s shown Shim or wedge if • s.CompuTms has no control over and assumes no res bili far the spry, r� .l fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainageisprodded. April .l 1 8r 20 1 7 e.This design is furnished subjed to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center s TPIANTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Ino./CofnpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.5" TC: 2x4 DF #1&BTR IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 73 2- 7=(-510) 2068 7- 3=( O) 280 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. 2- 3=(-2196) 273 7- 8=(-515) 2060 3- 8=( -989) 224 WEBS: 2x9 DF STAND LOADING 3- 4=(-1200) 222 8- 9=(-302) 1084 8- 4=) 0) 469 4- 5=( -103) 97 4- 9=(-1248) 284 TC LATERAL SUPPORT <= 12"00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -4) 2 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 5=( -185) 133 OVERHANGS: 32.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -173/ 1193V -63/ 191H 5.50" 1.91 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 5.5" -102/ 857V 0/ OH 5.50" 1.37 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Full height blocking is required at right bearing BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.126" @ -2'- 8.0" Allowed = 0.267" MAX TL CREEP DEFL = -0.145" @ -2'- 8.0" Allowed = 0.356" MAX LL DEFL = -0.100" @ 7'- 4.6" Allowed = 0.977" MAX TL CREEP DEFL = -0.238" @ 7'- 4.6" Allowed = 1.303" MAX HORIZ. LL DEFL = 0.026" @ 20'- 0.5" MAX HORIZ, TL DEFL = 0.043" @ 20'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 7-05 6-04-100-03-04 Truss designed for wind loads ,� 6-04-10 f f f f in the plane of the truss only. 12 3.00 c,-- M-1.5x3 IM-3x5 L-4../ pit C ,Ta M-5x8(S) ' 89200PE '9V M 0.2511 ' iIllIllIllh.+ 4, rzz 7 ,OREGON ix 4/ r FifriRRI L1-'�P 1 2 , 8 'S o M-3x5 M-1.5x3 0.25" B _ M-3x5 M-5x6(5) EXPIRES:: 12/31/2Qjj b y 1 l 7-03-04 6-02-14 6-11-06 b y 2-08 20-05-08 y iiRtL, JOB NAME : LENNAR 3376-E SELLWOOD - D2 ® `�� ,.,77 a Iii Scale: 0.2819 \ Q- �tti z:_ • • WARNINGS: GENERAL NOTES, unless otherwise noted: !'� Truss D2 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown end is for an Individual end Warnings before construction commences building component.Applicability of design parameters and proper /� . 1. 2.2x4 compression web bracing must be Installed where shown+ incorporation at components the respondb lily of the fou king tlamgner. / , 3.Additional temporary bracing to stabil during 2.Desitin assumes the lop and bottom ass bra o be lateral braced at stability g*sits construction b • r�! 51398 Is the responsiNl ty of the erector.Additional permanent bracing of T a.c and et 10'o c respectively unless braced throughout their length by DATE: 4/18/2017 the overall structure is the responsibility of the building designer continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) 4.No load shook be applied to any3.at Impact bridging or lateral bracing required where shown © orsi- SEQ. : K3095097 component until after all bracing and 4.Installaton of truss is the responsibility of thee respective cont ractor 1l fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-conosive environment, 0/VAL TRANS ID: LINK design loads be applied to any component and are for dry conditionof use E CumpuTms has no control over and assumes no responsibility for the fi °e sig ssumea full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. 8.This design Is furnished subject to the limitations set form by 7.Design aalameaadedon drainage is truss,andd. 8,2� 7 B.Plates shall be located on born faces of truss,and placed so their cooler TPIANfCA in BCSI,*spies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E f 0.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-05-08 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WA/GDF/Cq-1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 73 2-10=(-331) 3388 3-10=( -362) 226 2- 3=(-3550) 361 10-11=(-323) 2693 10- 4-( 0) 643 2 2x6 OF OS00F Ti LOADING 3- 4=(-3208) 236 11-12=(-348) 1141 4-11=( -932) 135 BC: 2x6 DF SS 4- 5=(-1963) 438 11- 5=( -329) 254 WEBS: 2x9 DF STAND LL = 25 PSF G64u0d Snow (Pg) TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 16'- 0.0" V 5- 6=( 0) 0 11- 7=( -105) 1281 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 16'- 0.0" TO 20'- 5.5" V 5- 7=(-1893) 446 7-12=(-2128) 643 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 20'- 5.5" V 7- 8=( -62) 75 12- 8=( -106) 87 8- 9=( 0) 0 TC CONC LL( 666.7)+DL( 186.7)= 853.3 LBS @ 16'- 0.0" NOTE: 2x4 BRACING AT 24"00 UON. FORBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -168/ 1600V -44/ 141H 5.50" 2.56 D£ ( 625) OVERHANGS: 32.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20'- 5.5" -575/ 1998V 0/ OH 5.50" 3.20 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Full height blocking is required at right bearing ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.126" @ -2'- 8.0" Allowed = 0.267" MAX TL CREEP DEFL - -0.145" @ -2'- 8.0" Allowed = 0.356" MAX LL DEFL - -0.109" @ 8'- 4.6" Allowed = 0.977" MAX TL CREEP DEFL - -0.285" @ 8'- 4.6" Allowed = 1.303" MAX HORIZ. LL DEFL = 0.022" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.039" @ 20'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 0-09-01 0-03-04 Wind: 140 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f-1 1-1" load duration factor=l.6, 15-11-11 4-05-13 End vertical(s) are exposed to wind, T 1' '' Truss designed for w'' 6-00-02 4-05-08 4-09 1-08-14 2-05-11 in the plane of 41.11• QpF' 06 f 3.00 ! = 1' 1' M-5x6 4853.3M--4x6 M-1.5x3 �.. G�'y��•� / 9....: 6 J 7 8 9 '+♦. 89200PE r" M-3x4 9 eri; M-1.5x3 of 31 ,..iiiiiiirr -17 OREGON � :0''4 142 -4 s 2 -- (?R 1l,,- a, s 'I 1}_ X12 _._ 1 1 10 0.25" M-3x8 M-3x4 M-4x6 M-7x8(S) EXPIRE&_ 1. 13112017 1 l J, 1 8-04-10 6-08-04 5-04-10 b y b 2-08 20-05-08q' - l WAS ' $ JOB NAME : LENNAR 3376-E SELLWOOD - DH1 ,„. Scale: 0.2761 /4 t WARNINGS: GENERAL NOTES, unless otherwise noted: -" 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual -�yS 1 Truss• DH1 and Warnings before construction commences building component.Applicability of deslgn parameters and proper 4cl 2 2x4 compression web bracing must be Installed where shown+. Digo resumes ofcomponentnt is bottomthe responsibility to of the building deagner. 3 Additional temporary bracing to nears stability during construction 2.Design the top and short to be laterally braced at _ • •1(t {n^r s the responsibilityf me erector Additional t bracing f T a c and al IP o c respectively as ply unless braced throughout their length by 7,eJ15-._5139:,c,�y "Y o permanen gc mnWucus sheathing such as plywood sheatmng(TC)antllor tlrywall(BC) [�^ '�"�� DATE' 4/18/2017 the overall structure is the responsibility of me building designer. 3 2a Impact bodging or lateral bracing required where shown s •S E K 3 0 9 5 0 9 8 4 No load should be applied to any component until after all bracing and 4 Installation of truss is the respons b my of the respective contractor. • v'Sit A A�r Q• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ftlite tlesign loads be applied to any component. and are for"dry condition"&use. TRANS ID• LINK 6.Design assumes mnbearingatall suppodashown.Shim orwedge if 5.compuTma has no control over and assumes no responsibility for the necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 18,2017 6.This design is furnished subject to the limitations set forth by 8 Plates shall be located on both laces of truss,and placed m their center TPIN/TCA in BCS!,copies or which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indir to stye of plate in aches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC a LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF Pl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-194) 400 TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF Cl'- 0.0" -329/ 431V -6/ 37H 5.50" 0.69 DF ( 625) 0'- 7.9" -193/ 286V 0/ OH 1.50" 0.96 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEARING;Jts:2,2,9 I [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0-08-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ,� ,r MAX LL DEFL = 0.000" @ 0'- 5.5" Allowed = 0.007" MAX TL CREEP DEFL = 0.000" @ 0'- 5.5" Allowed = 0.009" MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.025" @ 3'- 3.8" Allowed = 0.339" 8.00 177 MAX HORIZ. LL DEFL = -0.001" @ 0'- 7.9" MAX HORIZ. TL DEFL = 0.001" @ 0'- 7.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -I p J� • o o o o o - �GINE��61.Ste© oon /n�np 1 >� M-3x9 >C4 �� G7�ZUQPE 9� p4. OREGON I �/et y y �RRJ1�L t..2?.. 1-00 6-00 y - __.. .. EXPIRES: 19/31/2317 1400nEtt JOB NAME : LENNAR 3376-E SELLWOOD - DJ1 ` s�' +. Scale: 0.7418 ri.;; m WARNINGS: GENERAL NOTES, unless otherwise noted. t ; Truss DJ1 1.Balder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual and Wam ngs before construction commences building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown* Incorporation of component Is the responsibility of the building designer. `7r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be Literally braced at C r • is the responsibility of Me erector.Additional 7 o e and at IS a c respectively unless braced throughout their length ae�I� �v�.7 139 a + permanent bracing of continuous sheath) Ng g /1 fr l,. DATE: 4/18/2017 the overall structure Is the responsibility of the buildingdes sheathing such as plywood aired here s and/or drywall(BC). `�1" la� � }�,''`'�� goer. 3 2x Impact bridging or lateral bracing required where shown.• SEQ.: K3095099 4.No Iced should be applied to any component until after all bracing and 4 Installatbn of truss Is the responsibility of the respective contractor. fasteners are complete and at no lime should any bads greater then 5 Design assumes trusses are b be used In a non corrosive environment, 7�� �j TRANS ID: LINK design mads be applied to any component. and are for"dry condition'.of 5.CompuTrua has no control over and assumes no respondhally for the 6nDewgswamumes full bearing at all rapports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. ry p rT ,I 6.This design Is furnished subject to the limitations set forth by T.Plates assumesadequateonaoth age ioprosse n April 1 Vt^O 17 e.Plates shall be locates on both faces of tram,end placed so their center TPIMITCA in BCSI,copies of which will be famished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1317,ESR-19813(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 63 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-53) 54 TC LATERAL SUPPORT 4= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE 0'- 0.0" -73/ 295V -11/ 50H 5.50" 0.47 OF ( 625) 1'- 4.9" -80/ 101V 0/ OH 1.50" 0.16 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING,Jts:2,3,4I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. / BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-05-11 MAX TC PANEL LL DEFL = 0.001" @ 0'- 10.3" Allowed = 0.074" ,I MAX TC PANEL TL DEFL = -0.002" @ 0'- 10.7" Allowed = 0.111" MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.026" @ 3'- 3.8" Allowed = 0.339" 8.00 F77 MAX HORIZ. LL DEFL = -0.000" @ 1'- 4.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 4.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o yyR a. o Gj !tJGINE� /0 I io -/ 89200PE 91 . 1113211 I M-3x4 4,OREGON "efER R,I0- y l y 1-00 6-00 EXPIRE& 1 L3i/2017 4 .a waste , , JOB NAME : LENNAR 3376-E SELLWOOD - DJ2 - a- 3 0Scale: 0.7168 ...4I WARNINGS: GENERAL NOTES, unless otherwise noted: ,� ,0 A, • 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ` t Truss: DJ2 and Warnings before construction commences building component Applicability or design parameters and proper 2.274 coca b bracing must be where shown incorporation orcomponent is the responstblllty of the building deagner. compression we 2.Design assumes the top and bottom chords to be laterally braced at '�� C t�fl a [d 3.Additional temporary bracing to insure stability during construction • zo.o and at 18/oc respectively unless braced throughout their length by J1 7 ^y s the responsibility of the erector.Addkional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(130) 4„„ G/S+' S DATE• 4/18/2017 the overall structure s the responsibility or the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: x3095101 tS 4 No load should be applied to any component until after all bracing and 4 Installation of truss Is the responsibility of the respective contractor. ak,44. A T ' fasteners are complete and at no time should any loads greater than 5 Desgnassumestrussesaretobeusedinanoncemasveenvronment AL design loads be applied to any component. and are for dry full ut bearing of uta. TRANS ID LINK6.neaissary.meam116earingatall supponashown.Shim orwedge if 5.CompuTrus has no control over and assumes no responsibility far the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage k provided. April ,t 1$1201 7 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center A TPINJTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC a LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-52) 48 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -93/ 30079 -16/ 63H 5.50" 0.98 DF ( 625) 2'- 1.9" -103/ 100V 0/ OH 1.50" 0.16 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ LOH 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !PROVIDE FULL BEARING;Jts:2,3,4 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" / 2-02-11 f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 1.2" Allowed = 0.139" MAX TC PANEL TL DEFL = -0.006" @ 1'- 2.9" Allowed = 0.202" 12 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 8.00 MAX BC PANEL TL DEFL = -0.029" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 2'- 1.9" MAX HORIZ. TL DEFL = 0.000" @ 2'- 1.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 / Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 of 't`553 PRopto. . ca. G o /- Q 13.;)'',21,11i::: f I M-3x4 tt y OREGON 4, RR11L\O y 1 l 1-00 6-00 EXPIRE& 12/31/2017 Was 4 JOB NAME : LENNAR 3376-E SELLWOOD DJ3scale: O.7D93 , , , i-0 .,6 0 WARNINGS: GENERAL NOTES, unless otherwise noted: :,) 1.Builder and erection contractor should be advised of all General Notes I.Thls design Is based only upon the parameters shown and is bran individual Truss: DJ3 and Warnings before construction commences building component.Applicability of design parameters and proper , z.z.acompression web bracing must Deinstalled where shown.. bcorporationofcomponenI therespons�blityofthebuildingdesigner - I(',r - 2.Design assumes the top and bottom chords to be laterally braced at sd 3.Additional temporary bracing to insure stability during constructure is the responsibility of the erector.Additional permanent bracing of T o c and at 10'c c respectively unless braced throughout their length by 5134 a DATE: 4/18/2017 the overall structure lame responsibility of the building designer. cont nuous sheathing such as plywood sheathng(TC)and/or drywall(BC) Q spons y g3 2.Impact bridging or lateral bracing required where shown.. GFST$�S SEQ.: K3095102 4.No load should be applied to any component until aferall bracing and 4.Installation oftrussstheresponsDliyoftherespectivecontractor. (}()NAL .1 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4.57 AY TRANS ID: LINK design bads be applied to any component. end are for dry condition"or dee 1 5.CompuTrus has no control over and assumes no responsibility for the 8 Design assumes lull bearing at ell supports shown.Shim or wedge i( necessary. p .f fabrication,deem,handling,shipment and installation of components. 7.Design assumes adequate drainage Istruss, provided. Apri 18,20 1 7 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,antl placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate ske of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1980(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 6-00-00 MONO HIP-D SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2-) 0) 63 2-5=(-145) 525 5-3=(-114) 173 2x6 DF SS T2 2-3=(-702) 162 5-6-( -33) 51 5-4-(-129) 549 BC: 2x4 DF#1&BTR LOADING 3-4=(-525) 139 4-6-(-555) 247 WEBS: 2x4 DF STAND LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 0.0" V TC LATERAL SUPPORT 24"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 3'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC LATERAL SUPPORT <= 12"OC. CON. BC UNIF LL( 0.0)+DL( 50.0)- 50.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -140/ 701V -32/ 68H 5.50" 1.12 DF ( 625) TC CONC LL( 175.0)+DL( 49.0)= 224.0 LBS @ 3'- 0.0" 6'- 0.0" -204/ 629V 0/ OH 5.50" 1.01 DF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2: Design checked for net(-5 est) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.008" @ 3'- 0.9" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 3'- 0.9" Allowed - 0.339" 2-11-11 ,�{ 3-00-05 1 4224# 1 MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" 12 MAX HORIZ. TL DEFL = 0.002" @ 5'- 10.3" 8.00 Design conforms to mai n windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mph, h=15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor-1.6, 4 -f End vertical(s) are exposed to wind, Truss designed for wind loads Cin the plane of the truss only. rn o IIEIIEm 89200PE r" of ►t 5 ►'6 1 M-3x4 M-3x6 M-1.5x3 REGON, y y y FRR.L��' 2-08-12 3-03-09 _- y 1-00 y 6-00 l EXPIRES: 12/31/2017 JOB NAME : LENNAR 3376-E SELLWOOD - DJ4 Scale: 0.6166 di /��� `=-W�'- WARNINGS: GENERAL NOTES, unless otherwise noted: 1... i • 1.Builder anderechon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: DJ4 and Wamings before constructon commences. building component Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. r 2 2x4 compression web bracing must be nstalled where shown* - / / 2 Design assumes the top and bottom chords to be laterally braced at 441 �,a 3.Additional temporary bracing to insure stability during construction 'fir tithe responsibility of the erector.Additional permanent bracing of 2oc and at 11Y oc respectively unless braced throughout their length by ` 5139 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) yTp, . DATE: 4/18/2017 the overall structure Is the responsibility of the building designer. 3 20 Impact bridging or lateral bracing required where shown.. I jaSit } SEQ.: K3095103 4.No bad should beapplied toany component until after all bracing and 4.Installation of truss rethe responsibility ofthe respective contractor. •spy fasteners are complete and at no time should any loads greater than 5Design assumes busses are to be used In a non-corrosive environment, ZQNAI TRANS ID: LINK design ladsbeapplied toany component . and are for"dry feltbearing or use. " 5.CompuTrus has no control over and assumes no responsibility for the B.Designeassumes full at all supports shown Shim or wedge If fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Istl. April 1 8,20 1 7 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss, and placed so their center TPIANrCA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate sloe of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-75) 60 2-4-(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)t-DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -32/ 339V -27/ 91H 5.50" 0.54 DF ( 625) 3'- 7.9" -101/ 120V 0/ OH 1.50" 0.19 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,3,9I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I- µ.OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, T1,1./180 MAX LL DEFL = -0.002" @ -1'- 0.0•• Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" / 3-08-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.091" '1' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.121" MAX TC PANEL LL DEFL = 0.013" @ 1'- 11.3" Allowed = 0.255" 12 MAX BC PANEL TL DEFL = -0.041" @ 3'- 1.4" Allowed = 0.339" 8.00 17. MAX HORIZ. LL DEFL = -0.000" @ 3'- 7.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 7.9" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 0 89200PE vI- Eillill o M-3x9 9OREGON 4, RRILN ' y y y 1-00 6-00 EXPIRES:. 12/310017 • ASS) c:iWA JOB NAME : LENNAR 3376-E SELLWOOD - DJ5 •rte,` o� , Scale: 0.6293 �, 1 1 4, o •• Q WARNINGS: GENERAL NOTES, unless otherwise noted ` ; .. Truss DJ5 1.Builder and erection contractor should be advised of all General Notes This design Is based only upon the parameters shown ands for an Individual and Warnings before construction commences building component.Applicability of design parameters and proper r 2 2x4 compression web bracing must be installed where shown t. Incorporation of component is the responsibility of the budding deslgnar. / I 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally bared at .O6 51398 r'�'�` Is the responsibility of the erector.Additional permanent bracing of 7 e e and at 16 o c reapectivety unless braced throughout their length by 'Y DATE: 4/18/2017 Ire overall structure is me responsibility Drina buildingsea continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,l' soar. 3 2c Impact btldging or lateral bracing required where shown e• '"GIS"�TES SEQ.: 1<3095 1 0 4 4.No toad should be applied to any component until after all bracing and 4 Installation of truss Is the responsibility of the respective contractor. 'C - .. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, C TRANS ID: LINK design loads beapplied tsany component. and are for"dry condition"or use. 4,4*. xQjtjAj�[+ 5.Com Tms has no control over and assumes no res e.Design assumes full bearing at all supports shown.Shim or wedge If pit ponsibility for the necessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April .t 1 V,20 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPINNCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Diggs Indicate size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1985(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 OF #16BTR SPACED 24.0" O.C. 2-3=(-89) 69 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 361V -32/ 105H 5.50" 0.58 DF ( 625) 4'- 4.9" -94/ 131V 0/ OH 1.50" 0.21 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 61V 0/ OH 5.50" 0.10 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,41 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-05-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.053" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.071" 'I MAX TC PANEL LL DEFL = 0.028" @ 2'- 5.2" Allowed = 0.315" MAX BC PANEL TL DEFL = -0.046" @ 3'- 1.4" Allowed = 0.339" 12 8.00 173 MAX HORIZ. LL DEFL = -0.001" @ 4'- 4.9" '/ MAX HOAR. TL DEFL = -0.000" @ 4'- 4.9" Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 �o- NG1NEi 5-,e 89200PE o of f 14 _, 1M-3x4 4,OREGON„) 4 4 t. "e• 4)#. 144,2 P4. Mk-R R;I LL'' 1, y 1' EXPIRES;. 12/31/2017 . 1-00 6-00 .�� ,i-v WA, *If?, JOB NAME : LENNAR 3376-E SELLWOOD - DJ6 Scale: 0.6019 r �� �'^",S 0. 4 GENERAL NOTES, unless othenvise noted: �- /`� WARNINGS: 7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: DJ6 and Warnings before construction commences building componentApplicability of design parameters end proper �/ 2.2s4 compression web bracing must be Installed where shown+ ncerporatlon o/component Is the responslbdty of the building designer / "r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at Additional permanent bracing of Z o c and at 10 o.c respectively unless braced throughout their length by '� 5139' Is the responslbllky at the erector continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q .GIST?R DATE: 4/18/2017 the overall structure Is the responsibility of t the building designer. 3 2a Impact bridging or lateral bracing required where shown++ �3 ' SEQ. : K 3 0 9 510 5 4.No load should be applied to any component until after all bracing and 4.installation of truss s the reepons b lsy of the respective contractor. 0- fastenersare complete and at no me should any loads greater than B Design assumes trusses are to be used n a non-corrosive environment `s3"IONAL -. TRANS ID: LINK design loads be applied to any component. and e�aac°°"e�ntla°°g t supports gel 5.Compurrus has no control over and assumes no responsibility for the B e a full bean tall au ns shown.shim or wed f awry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 1p 8,2017 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center • TPIANI-CA In BC Si,copies of which will be famished upon requestlines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Ino./CompUTms Software 7.8.8(1 L)-E 10.For basic connector plate deagn values see ESR-1311,E512-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4-(0) BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-104) 79 ( ) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF - LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -31/ 382V -37/ 119H 5.50" 0.61 DF ( 625) 5'- 1.9" -85/ 144V 0/ OH 1.50" 0.23 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 67V 0/ OH 5.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL HEARING;Jts:2,3,41 REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-02-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.016" ,r MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.021" MAX TC PANEL LL DEFL = 0.058" @ 2'- 11.8" Allowed = 0.376" MAX TC PANEL TL DEFL = -0.067" @ 2'- 11.9" Allowed = 0.563" 12 3 -/ 8.00 MAX HORIZ. LL DEFL = -0.001" @ 5'- 1.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 1.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads c in the plane of the truss only. 0 0 ::;I V Q 89240PE 9r • o ,'- I RTAIIIIMIMIIMMIIMIIMMIMMMIIII 1111.14 NJ 0 1 M-3x4 '74. 40OREGON Dc ,44/ McRR;IL.�-�b ), k y EXPIRES; 12/31/2017 1-00 6-00 10ILZ.6, JOB NAME : LENNAR 3376-E SELLWOOD - DJ7 4 ip ��tra� m Scale: 0.5784 /F� 14 I.WARNINGS: GENERAL NOTES, unless otherwise noted: V'/ Truss: DJ7 1.Builder and erection cont actor should be advised of all General Notes 1.This design Is based onty upon the parameters shown and Is for an individual and Warnings before construction commences building component Applicability of design parameters and proper - ,g' 2.244 compression web bracing must be installed where shown« Incorporation of component is the responsibility of the building designer. - / "r - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at np {h r is the responsibility of the erector ume stability al permanent bracing of z o.c.and at 19 o c respactrvety unless braced throughout weir length by 5��70 "Y DATE: 4/18/2017 the overall structure tithe responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3 24 Impact bridging or lateral bracing required where shown i• 1GfST$R SEQ.: K309510 6 FO)ed to any component until after all bracing and 4 Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater man 5.Design assumes trusses are m be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry bearing at use. 494,i4..r4NA1 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing ai all supporta shown.Shim or wedge If - fabrication,handling,shipment and Installation of components. na ssary. _ 7.DesignassumesaderainageIsprovided. April 18,2017 6.ThIs design is furnished subject to the limitations set forth by 8.Plates shall be locateddonon both faces of truss,and placed so their center TPIM/TCA in SCSI,copies of which will be fomished upon request. lines coincide with joint center lines. 8.Digits Indicate size of plata In inches. MITek USA,Ina./CornpuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1880(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 • 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-119) 89 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -42/ 133H 5.50" 0.64 DF ( 625) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -75/ 159V 0/ OH 1.50" 0.25 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,4,3' REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX TC PANEL LL DEFL = 0.112" @ 3'- 7.2" Allowed = 0.436" f ' MAX TC PANEL TL DEFL = -0.114" @ 3'- 4.8" Allowed = 0.653" 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 8.00 7' I' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o o •��� GIN,e;z.-/ 892OOPE 9r. MIIIIIMIIIMIIIMIMIMMIII o ►1 7 4,OREGON � em M-3x4 MFR R IL- y y y EXPIRES: 1 2131 12 01 7 1-00 6-00 • • a {,WAS " JOB NAME : LENNAR 3376-E SELLWOOD - DJ8 Scale: 0.5585 1' •49 k`^• c `' - WARNINGS: GENERAL NOTES, unless otherwise noted: -9 1.Builder and erection contractor should be advised of all General Notes 7 This design is based only upon the parameters shown ands for an individual Truss: DJ8 and Warnings before construction commences building componentApplicability of design parameters and proper iF 2.204 compressor web bracing must be Installed where shown+ incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2 7Ds.c.assumes the top and bottom chorda to be laterally braced at $139' '` Is the responsibility of the erector.Additional permanent bracing of 7 o c and at 15 o c respectively unless braced throughout their length by DATE: 4/18/2017 responsibility a design. 3 continuous dgingloring ater lbraciiwgrequired eod shedwn sheathing(TC) i or arywan(BE) © '�+ ,. is thebNre is there .Add of permanent den p bridging or bracing re SEQ. : K3095107 4.No load should be applied to any component until after all bracing and 4 Installation oftruss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, rpNA,•N' TRANS ID• LINK design loads be applied to any component. dna are(or'aycondition" lib on'rg use. 5.CompuTrus has no control over and assumes no responsibility for thenec8 Design assumes full bearing tall supporta shown Shim or wedge l( ry. 1p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April I V r 20 1 7 S.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPINVTCA In BC SI,copies of which will be furnished upon request. lines coincide with joint center lines. S.Digtts indicate sae of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19813(NT.) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-133)) 63 2-5=(0) 0 TC LATERAL SUPPORT <= 12"OC. CON. LOADING 3-4=( -45) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 8.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 396V -45/ 153H 5.50" 0.63 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 OF ( 625) 5'- 11.7" -117/ 242V 0/ OH 1.50" 0.31 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,31 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP POND. 2: Design checked for net(-5 psf) uplift at 24 "ocspacing. ] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. y VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 6'- 8.7" Allowed = 0.072" 12 3 MAX TL CREEP DEFL = -0.001" @ 6'- 8.7" Allowed = 0.097" 8.00 MAX TC PANEL LL DEFL = 0.092" @ 3'- 4.7" Allowed = 0.436" MAX TC PANEL TL DEFL = -0.114" @ 3'- 4.8" Allowed = 0.653" '' MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, ,y Truss designed for wind loads 1 in the plane of the truss only. c .`�c� N �GIN , /Q `z- 892OQPE 9r r o f M-3x9 y� , OREGON < ..14..14 Sr '-.-4 MRRIO- ), ), ,. ,. EXPIRES: 12/31/2017 1-00 6-00 0-08-11 JOB NAME : LENNAR 3376-E SELLWOOD - DJ9 #6.a u ' Scale: 0.5602 �� t:,•• Q "4 not (( G.' • WARNINGS: GENERAL NOTES, unless otherwise noted: ` I Truss: DJ9 1.Builder and eredton contractor should be advised of all General Notes 1.Ibis design Is based only upon the parameters shown ands for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper - 2.204 compression web bracing must be Installed where shown s. Incorporation of component la the responsibility of the building designer. /i t 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 5134 '`` re the responsibility of the erector.Additional permanent bracing of 7 c.c.and at 10'o c respectNely unless braced throughout their length by £s DATE: 4/18/2017 the overall structure Is the responsibility of the building tleslgner continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) "Y 4.No load should be applied to any component g and 3 21y Impact bridging or lateral bracing required where shown•• 1S l SEQ. : K3095108 pP ycom tunsIsadallbracin d 4.Installation of truss Is the responsibility ofthe respective ceerector. k 14 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non-corrosive environment, tl /y hT�q� '14 . fasteners TRANS ID: LINK design loads be applied to any component. and are for condition•of use. Q1YAL ' 5.CampuTms hes no control over end assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. necessary. qp�T .l 7.Plates sassumes adequate tondrainage io ptruss,d. and I O,LO 1 7 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placetl so their center TP W6TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate she of plate In Inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate tleslgn values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 63 2-5=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-176) 104 3-4=( -93) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 17.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 379V -47/ 175H 5.50" 0.61 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 DF ( 625) 5'- 11.7" -169/ 350V 0/ OH 1.50" 0.45 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,3I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.013" @ 7'- 5.7" Allowed = 0.147" MAX TL CREEP DEFL = -0.016" @ 7'- 5.7" Allowed = 0.197" MAX TC PANEL LL DEFL = 0.092" @ 3'- 7.2" Allowed = 0.436" 7 -1 MAX TC PANEL TL DEFL = -0.114" @ 3'- 4.8" Allowed = 0.653" MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCGL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir(, load duration factor-1.6, o Truss designed for wind loads ci in the plane of the truss only. 0 © PR.ogF 414 Q . 89200PE 9r OREGON o . ' . 4ris,... Ill, Q 142� 4 ‘vili'R EXPIRES: 19/31/2017 J, y l ), 1-00 6-00 1-05-11 A� •v WAS s ,, JOB NAME : LENNAR 3376-E SELLWOOD - DJ10 „--,,, . j Scale: 0.5187 \ v'""�. 4 WARNINGS: GENERAL NOTES, unless otherwise noted. - ` 0 1.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is bran Individual Truss: DJ10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be Installed where shown v Incorporation of components the r ponsib lity of the building designer. / 3.Additional temporary bracing toinsure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced ater IP 5 u, a .'y Is the responsibility temporary ty of the erector anal permanent braGng of T o. and at l S o c.respectively unless braced throughout their length by ^ J,7 �q�r continuous sheathing such as plywoodaheathing(TC)andlor drywall(91) c/ - ISTp�Y" DATE: 4/18/2017 the overall structure is the responsibility of the building designer. 3 2t Impact bridging or lateral bracing required where shown«a I s�3 i31 4.No load should be applied to any component until after all bracing and 4 Installation of trussthe e responsibility of Me respective contractor. I(�' a SEQ. : K3095109 fasteners are complete and atnatime should any loads greater than 5.Design assumes trusses are tobeused Inanon-corrosive environment, ASIS; andTRANS I D: LINK design loads be applied to any component. Des gn assumes fare for"dry ull b g use.supports wedge l _ 5.CompuTrus has no control over and assumes no responsibility for the 8'me f II bearing t II su rts shown.Shim or wait I ry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 1p 8,2017 6.This design is Nmished subject to the limitations set forth by B.Plates shall be located on both faces of buss,and placed so their center TPIPNTCA in 13151,copies of which will be fumished upon request. lines coincide wkh Joint center lines. • 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 1e.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) , E This design prepared from computer input by PACIFIC LUMBER: Larry M • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=(0) 63 2-4=(0) 0 BC: 2x4 OF #16BTR SPACED 24.0" O.C. 2-3=(0) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -103/ 266V -12/ 53H 5.50" 0.43 OF ( 625) 1'- 4.9" -111/ 184V 0/ OH 1.50" 0.29 OF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 63V 0/ LLOH 5.50" 0.10 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IrROVIDE FULL BEARING;Jts:2,3,41 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.002" @ 0'- 10.2" Allowed = 0.073" MAX TC PANEL TL DEFL = -0.003" @ 0'- 10.7" Allowed = 0.110" MAX BC PANEL LL DEFL = 0.010" @ 3'- 6.6" Allowed = 0.354" 1-05-10 MAX BC PANEL TL DEFL = -0.097" @ 4'- 8.2" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 4.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 4.9" 12 8.00 17- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 --/ • o O SO PRDPFS ---,-__J >�9 o rt 89200P v� o ,- 1 M-3x4 ft p OREGON to M�RR;1L\-Q' 1 l b 1-00 8-00 EXPIRES; 12/31/2017 .4.,,,......11:16 44 ' WAS-- JOB NAME : LENNAR 3376-E SELLWOOD - J1 ;. 0 Scale: 0.6624 ,.,� t �� ,,< WARNINGS: GENERAL NOTES, unless otherwise noted: C ` � i.Builder and erection contractor should be advised of all General Notes 1.This design Bbased only upon the parameters shown and is for an individual !` Truss: J1 and warnings before construction commences bolding component.Applicability of design parameters and proper `cc 2.2a4 compression web bracing must be Installed where shown+, Incorporation of component la the responslblNy of the building designer. - - / `''/ '- 2.Design assumes the top and bottom chords to be laterally braced at aQ @y a AdtltonN temporary bracing to insure stability during construction "24' is the respons bllny of the erecter.Additional permanent bracing of 2'o c and at 10'o c respectively unless braced throughout their length by 51348 , continuous sheathing such as plywood sheathing(TC)and/or drywall(130) DATE: 4/18/2017 the overall structures the respond b Illy of the building designer. 3 a Impact bridging or lateral bracing required where shown++ I'1`F+* SEQ. : K3095113 4.No load should be applied to any component until after all bracing and 4 InstalblonofWssisthe responsibility oftherespective contractor. 1 fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used n a non-oorroa ve environment, S ZONAL S TRANS ID• LINK design loads be applied to any component. and are for dry canamm�of see • 5.CompuTms has no control over end assumes no responsibility for the 0 necessary.esign assumes toll bearing at all supports shown Shim or wedge If fabrication,handling,shipment ry proem aotl limitation components. 7.PAlesassumes adequate oth face Is truss. April .1 prrtO.1 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both(aces attruss,and placed so their center M I V L I TPINSTEA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate six of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-51) 66 TC LATERAL SUPPORT 0= 12"OC. CON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -40/ 323V -23/ 84H 5.50" 0.52 DF ( 625) 2'- 10.9" -164/ 149V 0/ OH 1.50" 0.24 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 67V 0/ LLOH 5.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IeROVIDE FULL BEARING;Jts'2,3,4 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.003" @ 1'- 9.2" Allowed = 0.194" MAX TC PANEL TL DEFL = -0.015" @ 1'- 7.2" Allowed = 0.292" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.119" @ 4'- 4.8" Allowed - 0.472" 2-11-10 f MAX HORIZ. LL DEFL = -0.000" @ 2'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 2'- 10.9" 12 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. �� s m. ?�© PROP Pes �. 8920.OPE 9f CD 1 M-3x4 4"OREGON 4.< RR;1LA-'' y > y EXPIRES: 12/31/2017 1-00 8-00 4 ,,v vas .11 JOB NAME : LENNAR 3376-E SELLWOOD - J20i^� Scale: 0.5999 �I � m 4111 WARNINGS: GENERAL NOTES, unless otherwise noted: , ,/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual c a Truss: J2 and Wam ngs before construction commences. building component Applicability of design parameters and proper pJr 2.204 compression web bracing must be Installed where shown+ ncorporelion of component Is the responsibility of the building designer. - I - 2 Design assumes the lop and bottom chords to be laterally braced at - •46 3.Additional temporary bracing to insure stability during construction - '51398 c 3(gyp [�f is the responsibility of the erector.Additional permanent bracing at 7 o c and at 10'o c respectively unless braced throughout their length by '� 51. `y continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). Q +: DATE: 4/18/2017 the overall structure s the respons b lny of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ GIST .0"'Y SEQ.: K3 0 9 5114 4.No load should be applied to any component until after all bracing and 4 Installation of Truss is the responsibility of the respective contractor ' p(� fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used In a noncorrosive environment, VVIQg.r�T S TRANS I D• LINK design loads be applied to any component. and are for"dry conditionor use. IONALS 5.CompuTras has no control over and assumes no responsbillty for the 8 nne ogees assumes full bearing at all supports shown Shim or wedge If fabrication,handling,shipment and Installation of components. ry. 7.Designnshallassum lctedon othfagelopmsided.s,an April 18,2017 6.This design Is furnished subject to the limitations sal forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIAN1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.for basic connector plate design values see ESR-1311,ESR-1988(MiTek) . This design prepared from computer input by PACIFIC LUMBER: Larry M 4 LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-B2) 79 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 374V -35/ 114H 5.50" 0.60 DF ( 625) 4'- 4.9" -159/ 164V 0/ OH 1.50" 0.26 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 73V 0/ OH 5.50" 0.12 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEARING;Jts:2,3,4 ICON)). 2: Design checked for net(-5 psf) uplift at 24 "oo spacing. I BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.154" MAX BC PANEL LL DEFL = -0.022" @ 3'- 6.6" Allowed = 0.354" 4-US-lU ,r MAX BC PANEL TL DEFL = -0.152" @ 4'- 1.4" Allowed = 0.472" 1' MAX BC PANEL TL DEFL = -0.029" @ 4'- 8.2" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 4'- 4.9" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 4.9" 8.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M O R OFt M %- AGI NEF- ,'/Q -Q 89200P E �r- 0 I 1 M-3x4 -per OREGON 4/ /6 'elk'j42-% - ' RR1 �' ), J, ), EXPIRE& 12/31/2017 1-00 8-00 44) Q xv,Asi'>„4--I" - JOB NAME : LENNAR 3376-E SELLWOOD - J3 Scale: 0.5749 r4 ' • WARNINGS: GENERAL NOTES, unless otherwise noted 4,-.4' I.•' 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual a Truss: J3 and Wamings before construction commences building component.AIlcabill f design pp ry o pareerm and proper _ ,7/ 2.2x4 compression web bracing must be Installed where shown�. incorporation of component is the responsibility of of the building designer. - - /"�'/ - 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at sQ .L is the responsibility of the erector.Additional permanent bracing of 2 o e and at i G •o c respectivelyunless braced throughouttha r length by 'EP 5139' DATE: 4/18/2017 the overall structure s the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(81) 3 2x Impact bridging or lateral bracing required where shown•+ GI$TS� ,cT '- SEQ. : K3095115 4.No load should be applied to any component until after all bracing and 4.Installation oftruss isthe responMbllityofthe respective contractor. p fasteners are complete and at no time should any nada greater than 5 Design assumes trusses are to be used in a non-conosiva environment, v x0AL,G TRANS ID: LINK design mads be applied to any component. and are for dry condition.'be n'araee 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. AP11I q p I O,20 7 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces or Truss,and placed so their center TPIANrCA In BCSI,copies of which will be famished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CornpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-114) 97 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 422V -46/ 146H 5.50" 0.67 DF ( 625) 5'- 10.9" -143/ 186V 0/ OH 1.50" 0.30 DF ( 625) LL = 25 PSF Ground Snow (Pg) B'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING;Jts:2,3,4 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" A 5-11-10 / MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.120" @ 3'- 2.1" Allowed = 0.435" 3 MAX BC PANEL TL DEFL - -0.182" @ 4'- 1.4" Allowed = 0.472" 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 8.00 . MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads rt in the plane of the truss only. 0 %�` ' ' PROF tss 89.20OPE of 0 In- cr gOREON� LCr M-3x9 _ ,�® x7 Y,,..4 :r }. + .,•..,:. J• y y EXPIRES; 12/31/2017 1-00 8-00 aN �v WAS JOB NAME : LENNAR 3376-E SELLWOOD - J4 Scale: 0.5999 � J ,'410 V. . 4 WARNINGS: GENERAL NOTES, unless otherwise noted - ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J4 and Warnings before construction commences building component Applicability of design parameters end proper %.1r 2.2x4 compression web bracing must be nstalled where shown•+. incorporation of component is the responsibility of the building designer. / I 3.Additional temporarybracing toinsure stability during constructon 2 Desgnasumesthetopandbottomchordstobelateraltybracedat . .'o 51398 Additional permanent bracing of 2 o.c.and al l O o c respectively unless braced throughout their length by s the responsibility of the erector continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) Q -Gisr417- DATE: 4/18/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ 4.No load should be applied to any component until after all bracing and 4 Installation of truss Is the responsibility of the respective contractor. SEQ.: K3 0 9 5 11 6 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a non cormsNe environment. ^ and are for"dry contllmn of use. �r� Al✓F'44 �� TRANS I D: LINK design loads be applied to any component 6 Design assumes full bearing at all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the neceeery fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. lbI�ri I 18,201 7 8.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss.and placed so their center P' TP MICA in BC SI,copies of which will be famished upon request. lines coincide with join)center lines. tO 9.Digits Indicate sea of plate In Inches. MiTek USA,Inn./CornpoTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values se ESR-1311,ESR-1988(NUM) This design prepared from computer input by PACIFIC LUMBER: Larry M lb LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. 2-3=(-196) 117 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HOAZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -38/ 466V -58/ 177H 5.50" 0.75 DF ( 625) 7'- 4.9" -123/ 209V 0/ OH 1.50" 0.33 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 97V 0/ OH 5.50" 0.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,91 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ( BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-05-10 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.004" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.005" f I MAX TC PANEL LL DEFL = 0.283" @ 4'- 5.6" Allowed = 0.556" 3 -' MAX TC PANEL TL DEFL = -0.337" @ 4'- 2.6" Allowed = 0.833" '�' MAX HORIZ. LL DEFL = -0.001" @ 7'- 4.9" 12 0 MAX HORIZ. TL DEFL = -0.001" @ 7'- 4.9" 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. PI o i 89200PE 9f r SOcr11.-- 1 -per , OREGON lV M-3x4 4 r ri, • .�,.... FR R;11),- y y EXPIRES:. 12/31/2017 1-00 8-00 y L il o WAS1- ?, . JOB NAME : LENNAR 3376-E SELLWOOD - J5iiiiL 3 Scale: 0.4879 (® / WARNINGS: GENERAL NOTES, unless othenvse noted: iA • i`�d:/,y 1.Builder and erection contractor should be advised of all General Notes I.This design is band only upon me parameters p re shown and Is for an individual _ f yr Truss: J5 and Wammgs before construction commences building component.Appiicabinly of design parameters and proper - 2.204 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. 1 Design assumes the top and bottom chords to be laterally braced at l5 /C � - 3.Additional temporary bracing to Insure stability during construction 7 o c and at la o c respectively unless braced throughout their length by + 51398 + Is the responsibility or the erector.Additional permanent bracing of continuous sheathingg( )and/or d II BC AA DATE: 4/18/2017 the overall structure s the responsibility or the building tleagner such as pywood aheatfiN Tc rywa( ) '4 Ism 3 I Impact bridging or lateral bracing required where shown Be SEQ. : K3095117 4.Na load should be applied to any componeNuMllaftNall bracing and 4.Nstallatonoftruss isthe resporsibildyofMerespective contractor. 4.94'1,1 � C fasteners are complete and al no time should any loads greater man 5 Design assumes trusses are to be used In a non-corroa ve environment, QN'AL - TRANS ID: LINK design loads be applied to any component. and are for"dry lullban or use. 5.CompuTrus has no control Over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary. .t p��Ty ,t - • 6.This design Is furnished subject to the limitations set forth by 8.Mates Detessign all eeatled on eoth drainage Miesea. April 18,LO 17 8.Plates shall be located on both faces of Mies,and placed so their center TPIANTCA in SCSI,copies or which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate a¢e of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-I 988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( O) 63 2-12=(-95) 466 3-12=(-184) 174 SPACED 24.0" O.C. 2- 3=(-613) 195 12-13=(-32) 177 12- 4=) 0) 105 BC: 2x4 DF #16872( 3- 4=(-427) 165 13-14=(-32) 177 12- 6=( -31) 260 WEBS: 2x9 DF STAND LOADING 4- 5=( 0) 0 14-10=(-74) 88 6-14=(-555) 199 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 4- 6=(-304) 177 8-14=(-274) 105 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -45) 166 14- 9=(-254) 197 TOTAL LOAD = 42.0 PSF 7- 8-) 0) 0 8- 9=( -76) 247 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-162) 110 10-11=) 0) 63 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -116/ 651V -120/ 1205 5.50" 1.04 DF ( 625) M-1.5x4 or equal at non-structural 10'- 2.5" 0/ 91V 0/ OH 129.50" 0.15 DF ( 625) vertical members (uon). 13'- 9.5" -176/ 987V 0/ OH 129.50" 1.58 DF ( 625) 21'- 0.0" -65/ 331V 0/ OH 129.50" 0.53 DF ( 625) Unbalanced live loads have been considered for this design. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.008" @ 7'- 5.6" Allowed - 0.487" MAX LL DEFL = -0.002" @ 22'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 22'- 0.0" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.7" Allowed = 0.424" 7-06 6-00 7-06 MAX HORI2. LL DEFL = 0.009" @ 20'- 9.6" fMAX HORIZ. TL DEFL = 0.006" @ 20'- 9.6" 3-11-06 3-04-14 3-00-11 3-02-13 3-04-10 4-11-10 T f f 1 1' ' 1' Design conforms to main :indforce-resisting 12 12 system and components ,�,an p(•7;'{.'�•fncriteria. 8.00 M-4x6 '8.00 Wind: 190 mph, h=21.7f +�y.�-02aM9DGG�A/"ryy- 751Dir), M-4x6 - �8' _ - 41 M-3x4 (All Herghts) 45 7 load climatic r G' �y M-3x5 1T- . M-3x5 truss d sig � �^ad ds cl .-. M-3x5 44 M-1.5x3 iiIIIIIIIFF5x3 iii::':4":i;ttifiitil:tl'Eti7Ft:iti;iiiires:ill::;;;-1-: fo9x2outlookers. 2x4let-ins3 `9M-3x5 ze and grade as structural top + igt fit at eachend o 'n.. Add& bcutwith careandriEL eata-pe:z;iiiires: l .�K• ;K-1.5x4 1J,1:'S Cl.7�.!(� �- r.� �R R11- 1 11,E �P ICI 4.1 PM 1 I1 = 12 13 0.25" 14 to I M-3x4 M-4x8 �{ p d M-5x12(S) M-3x4 EXPIRES:._ 12/31/2017 7-02-08 3-06-15 3-00-01 7-02-08 J. * * J. 1-00 21-00 1-00 ORRjj,Z tA. JOB NAME : LENNAR 3376-E SELLWOOD - F1 Scale: 0.2589 A ,{{� i� '„�:�t„ {0 WARNINGS: GENERAL NOTES, unless otherwise noted /�� / • 1 Builder and erection contractor should be advised or all General Notes i This design N based only upon the parameters shown and is for anndividual ` ' Truss: Fl and Wamings before construction commences. building component.Applicability ofdesgn parameters and proper incorporation of component is the responsibility of the building designer. /_ y/ 2 204 compression web bracing must be installed where shown+ 2 Design assumes the lap and bottom chords to be laterally braced at ad C 1�. 3 Additional temporary bracing to Insure stability during construction 2.oc.and at 10 o.c.respectively unless braced throughout the r length by ;4:1,- #, J 1 J TO Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) r[i.r.0DATE' 4/18/2017 the overall structure is the responsibility of the builtl ng designer. 3 Di Impact bridging ar lateral bracing required where shown++ �3 1T3SE K3095118 4 No load should be app/ed to any component until after all bracing and 4.Installation of truss s the responsibility of the respect ve contractorT�� 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Q1YAL design toads be applied to any component. and are for"dry condition"of use ::;cr44 6' . TRANS ID' LINK B Design assumes full bearing at all supports shown Shim or wedged 5.CompuTros has no control over and assumes no responsibilityWr thenecessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. April 1$,201 7 E.This design is furnished subject to the limitations set forth by 8.Plates shall Na located on both faces of truss,and placed so their center TP MICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompvTres Software 7.6.6(7 L)-E t0.For basic connector plate design values see EBR-1311,EBR-1988(MITek) 1 , This design prepared from computer input by PACIFIC LUMBER: Larry M ' LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" TC: 204 DF#1SBTR IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5=(0) 0 BC: 2x4 DF #1SBTR SPACED 24.0" O.C. 2-3=(-175) 130 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-9=( -61) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -44/ 473V -66/ 220H 5.50" 0.76 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 160V 0/ OH 5.50" 0.26 DF ( 625) 8'- 0.0" -180/ 331V 0/ OH 1.50" 0.42 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 4 l,, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'v IrROVIDE FULL BEARING;Jts:2,5,31 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 3 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 '' MAX LL DEFL = -0.002" @ B'- 11.6" Allowed = 0.097" 8.00 MAX TL CREEP DEFL = -0.003" @ 8'- 11.6" Allowed = 0.129" MAX TC PANEL LL DEFL = 0.388" @ 4'- 9.2" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.437" @ 4'- 6.1" Allowed = 0.897" MAX HORIZ. LL DEFL - -0.002" @ 7'- 11.2" MAX HORIZ. TL DEFL - -0.002" @ 7'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. M o Wind: 140 mph, h=22.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. �� E© PROp , � tAG1NEE1 sib `t. 89200.E 9t' T 5 -�gdMOMMEMOMMIMIMIMMOMMEMMOMOMMEMOMMOMM - OREGON �� -. ' M-3x4 - 1®. �af 1418 VCN. ,. J, y y y EXPIRES: 12/31/2017 1-00 8-00 0-11-10 s, JOB NAME : LENNAR 3376-E SELLWOOD - J6 44 Was ` - Scale: 0.5119 r - WARNINGS: GENERAL NOTES, unless otherwise rwtetl: .�,I90- Truss: J6 1.Builder and erecton contractor should be advised of all General Notes This designs based only upon the parameters shown ands for an Individual and Warnings before construction commences building component Applicability of design parameters and proper 2.2s4 compression web bracing must be Installed where shown♦ incorporation of component is the responNblllty of the building designer. �r 3.Additional temporary bracing to insure stablW during construction 2 Design assumes the top and bottom chorda to be laterally braced at / r is the responsibility of Me erector.Additional permanent bracing of Y o c and et let e c respectively unless braced throughout their length by 5139' ; DATE: 4/18/2017 the overall structure Is the responsibility of the bulla deal continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) re soar. 3.Dt Impact badging or lateral bracing required where shown t♦ °--GXST s- . SEQ.: K3 0 9 5119 4.No load should Be applied to any component until after all bracing and 4.Installatron of truss Is the responsibility of the respective contractor. 4 ` fasteners are complete and M no time should any bails greater than 5 b Design assumes trusses are be used n a non corroshm environment, (l^ AL 41 TRANS ID: LINK be . and are o dryconamon"fuse. 5.CompuTrus has no control over and assumes no responsibility for the 6. slcen assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry' .l 6.This design is furnished subject to the limitations set forth by T.MaDetes shallb assumes adequate oth f c e is truss,and placed so their center TPIAMTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Diggs Indicate she of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-7986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 63 2-11=(-257) 881 3-11=(-229) 217 SPACED 24.0" O.C. 2- 3=(-1167) 376 11-12=) -69) 700 11- 4=) -93) 265 BC: 2x4 DF ST6NDR 3- 4=( -929) 348 12- 9=(-242) 882 11- 7=( -72) 76 WEBS: 2x4 DF STAND LOADING 4- 5=( 0) 0 7-12=( -56) 262 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=( -702) 353 12- 8=(-228) 216 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 0 TOTAL LOAD = 42.0 PSF 7- 8=) -934) 350 8- 9=(-1168) 375 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 63 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0'• BOTTOM CHORD CHECKED FOR AC0'- 0.0" -153/ 996V -149/ 149H 5.50" 1.59 DF ( 625) DLIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 21'- 0.0" -153/ 996V 0/ OH 5.50" 1.59 DF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.025" @ 11'- 11.1" Allowed = 1.004" MAX LL DEFL = -0.002" @ 22'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 22'- 0.0" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.072" @ 4'- 5.9" Allowed = 0.557" 9-062-00 9-06 MAX HORIZ. LL DEFL = 0.014" @ 20'- 6.5" A f I ' ,' MAX HORIZ. TL TEFL = 0.022" @ 20'- 6.5" 4-11-07 4-04-13 2-03-08 4-04-14 4-11-06 Design conforms to main windforce-resisting f '( fsystem and components and cladding criteria. 12 12 M-4x6 M-7x8 57 Q 8.00 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 I/ 4 6 (All Heights), Enclosed, C. Exp.B, MWFRS(Dir), `� load duration factor=y�p ��A Truss designed f• ♦`u CIPt �/ 'n the plane o p C(s M-1.5x3 :4-1.5x3 892041.. L f 4. 17 OREGON 4�� RR10- ee9 6 1 = C M-3x8 M-3x4 EXPIRES+ I M-3x4 11 O MS r5x6(S) 0 6. 11.14 12/31/2017 b y y y 9-02-08 2-08-12 9-00-12 k .6 l b 1-00 21-00 1-00 4 WASP .`" JOB NAME : LENNAR 3376-E SELLWOOD - F24) gy , �o 6 Scale: 0.2707 aft‘.''' WARNINGS: GENERAL NOTES, unless otherwise noted: ..../0' d 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ends for an Individualc�/ Truss: F2 and Warnings before construction commences building component Applicability of design parameters and proper /I 2 2x0 compression web bracing must be nstalled where shown Incorporation of component Is the responsibility of the building designer. pyt 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be roughly braced at ad C 1 5AQ `x Is the res till f the erector.Additional t bracing f 7 o in and at 10'c c respectively a ply unless braced throughout their length). J 1 J7LT pons nY o pennanen g o continuous sheathing g such as plywood sheathing(TC)and/or tlrywaBRA) V 4'{�Ffa'"i'1� DATE: 4/18/2017 the overall structure Is the responsibility of the building designer. 3 2i Impact bndging or lateral bracing required where shown++ !` SE K3 0 9 512 0 4 No Iced should be applied to any component until after all bracing and 4 Installation of truss h the responslblltty of the respective contractor. �ij"tR� A� �hl 4• fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non cenosite environment. 4 t1 designloads be applied to an I and are far"dry full bearing of use. TRANS ID• LINK pp ycomponen. O.Design assumes full bearing at all supports shown.Shim or wedge If S.CompuTrus has no control over and assumes no responsibility for thenecessary. p fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. April ,t8,2017 6 This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center TPVWICA In Boot,copies of which will be furnished upon request. lines coincide with joint center lines. • 9.Digits Indicate see of plate In Inches. MiTek LISA,Inc.ICortlpuTrus Software 7.6.8(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-t988(MiTek) This design prepared from computer input by 1 PACIFIC LUMBER: Larry M • LUMBER SPECIFICATIONS TRUSS SPAN 10'- 5.6" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1S8TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5=(0) 0 BC: 2x4 DF #15BTR SPACED 24.0" O.C. 2-3=(-231) 216 ERAL SUPPORT <= 12"OC. DON. LOADING 3-4=(-112) 44 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -30/ 443V -82/ 242H 5.50" 0.71 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.24 DF ( 625) 7'- 11.2" -247/ 474V 0/ OH 1.50" 0.61 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10'- 5.6" -42/ 12V 0/ OH 1.50" 0.02 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 4 --f 'PROVIDE FULL BEARING;Jts:2,5,3,4' [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) I �) VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.307" @ 3'- 10.7" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.246" @ 3'- 11.0" Allowed = 0.897" 12 3 8.00 MAX HORIZ. LL DEFL = -0.003" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ro load duration factor=1.6, o Truss designed for wind loads gi. in the plane of the truss only. 0 -, ,-S© PROF:6.1 � NGIN4, / .„,_44.1 � 89200PE 17..... 9 OREGON ��� Io �_ _ /® /}ta .14 20\0.- P , o 1 5 t�.4 M-3x9 -�Rik-N.., EXPIRES:. 12/31/2417 l b l y 1-00 8-00 2-05-10 4 QV Wk's `f?, JOB NAME : LENNAR 3376-E SELLWOOD - J7 iiONV' . Gam , Scale: 0.4519 E��•F �'.. WARNINGS: GENERAL NOTES, unless otherwise noted: Truss J7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual and Wammgs before construction commences building componentApplicability of design parameters and proper - % 2.204 compression web bracing must be Installed where shown«, incorporation of componentls the responsibility of the building designer. "�`I _ 3.Additional tem bracing to insure during 2 Deslgnassumesthetepandbotlomchortlstobelataral braced 5139' [, Pore? 9 M 9cobracint o N � `Y� is the responsibility of Ne erector.Additional permanent bracing of T o c and at 10'o c respectively unless braced throughout their length by DATE: 4/18/2017 the overall sWdure Is the responsibility of the building designee continuous sheathing such as plywood sheathing(TC)heres and/or drywell(BC) O,G �0,isTE 7`' ,(,0j. • 3 20 Impact bridging or lateral bracing requiredofhe where shown«r V' Y SEQ. : K3 0 9 5121 4.No load should be applied to any component until after all bracing and 4.Installation of truss is de responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used In a non-corrosive environment, y TRANS ID: LINK design loads be applied to any component. and are for"dry condition'.of use. �sr�NAL 5.CompuTrus has no control over and assumes no responsibility for the 6.Deigaseumes full bearing at all auppons shown.Shim or wedge if mww fabrication,handling,shipment and Installation of components. ry p�3 .t 6.This design is furnished subjed to the limitations set forth by 7.Designsc assumes ho locatedl ailed an drainage Is trusse April �8,LO 1 7 8.Plates shall be center both faces of buss,and placed so their motet TPIAARCA In BCS',copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com iLE uTrus Software 7.6.8 - 9.Diggs indicate size of plate In inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 8.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&13TR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. UON. LOADING Wind: 140 mph, h=27ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-EDL( 7.0) ON TOP CHORD = 32.0 PUP DL ON BOTTOM CHORD = 10.0 POE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-09 5-04 12 12 0.00 IIM-9x4 '7,18.00 RR3 Li 4PflOpt- �.': s�1/4 6'V �' 89200PE r ..Al1111111 7 / �i2 iiiiiiioioiiioiiiiiiioiiiioiiiiiiiiiiioiiioiA Vj7:4OREGON 4 ®meq 4Y-1 4 2-Z04 M-3x9 M-3x4 MeF R:I:' y b y y EXPIRES: 1213112017 1-00 10-08 1-00 A o was 8`�F' JOB NAME : LENNAR 3376-E SELLWOOD - El ,.�• ' °• ',I- , Scale: 0.5373 }��A� p - WARNINGS: GENERAL NOTES, unless otherwise noted '• / 1.Builder and erection contractor should be advised of all General Notes 1 This design A based only upon the parameters shown and is for an individual Truss: El and Wamrigs before construction commences building component.Applicability of design parameters and proper 2.2v4compressionweb bracing must be installed where shown*. incorporation of component is theresponsibilityof the building designer. / 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 111, ' by Is the responsibility of the erector.Additional permanent bracing of T o and al 70 o c respectively as ply unless braced Throughout r dryeir length). .h.._5139:-.n (t,- connrpct sheathing suchasplywgod sheathing(Tc)and/ordrywell(51) jsm''', �}Cj,'''Y DATE: 4/18/2017 the overall structure N the responsibility of the building designer. 3 2z Impact bridging or lateral bracing required where shown v* *s] _ 4.No load should be applied to any component until after all bracing and 4 Installation of truss Is the responsibility of the respective contractor. SEQ.: K3095122 fasteners are complete and atnotime should any loads greater than 5.Design assumes trusses are to be used manon-corrosive environment, �`�ZONAL S- and areTRANS ID• LINK design loads be applied to any component. Desgnassumesfllbea•gof ata. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design (II bearing al all supports shown.Shim et wedge i( ssery. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 1p 8,2017 6.This design is famished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center • TPINSICA in 8151,copies of which will be furnished upon request. lines coincide with joint center Imes. 9.Digits indicate she of plate In Inches. MiTek USA,Inc./CompuTtus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0" TC: 2x9 DF #1&BTR IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 BC: 2x9 DF #1&13118LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-134) 950 3- 6=(-275) 238 WEBS: 2x4 OF STAND SPACED 24.0" O.C. 2- 3=(-1199) 272 8- 9-) -73) 618 8- 9=(-139) 991 LOADING 3- 9=(-1051) 329 9- 6=(-162) 902 4- 9=(-139) 991 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 5=(-1051) 329 9- 5=(-275) 238 BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6-(-1199) 272 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 92.0 PSF 6- 7=( 0) 63 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 1'- 0.0" -157/ 996V -168/ 168H 5.50" 1.59 DF ( 625) O 21'- 0.0" -157/ 996V 0/ OH 5.50" 1.59 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.027" @ 13'- 10.9" Allowed = 1.004" MAX TL CREEP DEFL = -0.069" @ 13'- 10.4" Allowed = 1.339" MAX LL DEFL = -0.002" @ 22'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 22'- 0.0" Allowed = 0.133" 10-06 10-06 MAX HORIZ. LL DEFL = 0.013" @ 20'- 6.5" ff MAX HORIZ. TL DEFT. = 0.020" @ 20'- 6.5" 5-05-07 5-00-09 5-00_09 5-05-07 12 Design conforms to main windforce-resisting 8.00 M-9X6 12 system and components and cladding criteria. Q 8.00 4 4.0" Wind: 140 mph, h=22.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ,,f--,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, N Truss designed for wind loads in the plane of the truss only. 'c<j, © laRoF�ss M-1.5x3 M-1.5x3 �\C ,,..• �GINE• ,e /0 .:'.. 3, $�ZQU.I L �f /Ahh....., • ,„_OREGON �c�� ..„All i gyp. e'e I3 R J 1,�- I B .` o M-3x4 0.25" M-3x46 0 - M-5x6(5) M-3x4 0 EXPIRE& '12/31/2QJJ b 7-01-10 y 6-08-12 y y 7-01-10 l b 1-00 21-00 y y 1-00 B JOB NAME : LENNAR 3376-E SELLWOOD - F3 4 - 4owas `�3 bOilirScale: 0.2707 � , {� � ,.. WARNINGS: GENERAL NOTES, unless otherwise noted: • Truss• F3 1.Builder and erecter contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is bran individual and Warnings before construction commences building component Applicability of design parameters and proper 2.2a4 compression web bracing must be Installed where shown«. incorporation of component Is the responsibility of the building tlesfgner. /, _ 3.Additional temporary bracing to insure stability during consiructlon 2.Design assumes the lop and bottom chords to be laterally braced at / i DATE: 4/18/2017 is the responsibility of the erector.Addygoal permanent bracing of Toc and at 10'oc respectively unless braced throughout their length by �'�##,' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) ��� ',e(� ["�y the overall structure is the responsibility of the building designer. 3 Dc Impact bridging or lateral bracing required where shown«« (71STIO. _CS' SEQ. : K3 0 9 512 3 4.No bad should be applied to any component until after all bracing and 4 Installation of truss Is me respons billy of the respective contractor. -(71STIO.la L}t^` fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used n a non corroswe environment, TRANS ID: LINK design loads be applied to any component. and are for'dry Intl bearing at use. s��QNA 5.CompuTnrs has no control over and assumes no responsibility for the 8 Design assumes full bearing all supports shown Shim or wedge if fabrication,handling,shipment and installation of components. "e °B8ry' 6.This design is furnished cabled to the Imitations set forth by T.Designrb assumes adequate tondrainage�provided. April 18,2017 8.Plates shall be located both faces of truss,and placed so their center TPIANTCA In BCSI,copies o/which sill be furnished upon request. lines coincide wdh joint center lines. MiTek USP.,Inc./CompuTrus Software 7.6.8(1 L}E 9.Digits Indicate sae of plate in Inches. 10 For basic connector plate design values see ESR-1311,EBR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 21-00-00 GIRDER SUPPORTING 37-06-00 FROM 0-00-00 TO 12-00-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x6 DF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12124) 2666 1- 8=(-2144) 11178 8- 2=( -646) 3082 11- 6=(-402) 426 2- 3=( -9388) 2148 8- 9=(-2140) 11158 2- 9=(-2806) 636 6-12=( 0) 210 BC: 2x8 DF #2&82 R; LOADING 3- 4=( -7718) 1822 9-10=(-1630) 8942 9- 3=( -778) 3618 2x8 DF #2 82 LL = 25 PSF Ground Snow (Pg) 4- 5=( -7702) 1820 10-11-(-1630) 8952 3-10=(-3212) 718 WEBS: 2x4 DF STAND; 2x6 DF #2 A TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 21'- 0.0" V 5- 6=( -9428) 2156 11-12=(-1700) 9276 10- 9=(-1990) 8234 BC UNIF LL( 493.8)+DL( 321.8)= 765.5 PLF 0'- 0.0" TO 12'- 0.0" V 6- 7=( -9806) 2124 12- 7=(-1700) 9278 10-0-15=( 3280) 3722 280) 722 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 12'- 0.0" TO 21'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 3816.0 LBS @ 13'- 0.0" gEAAING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) J� ( 2 ) complete trusses required. 0'- 0.0" -1961/ 8785V -3150/ 3150H 5.50" 14.06 DF ( 625) Attach 2 ply with 3"x.131 DIA GUN RIQIIRD ENTSAOF IBCS 015 ANDLY CUE 15 NOT BEINIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 21'- 0.0" -1250/ 5741V -3150/ 3150H 5.50" 9.19 DF ( 625) nails staggered: \/"�/ 9" oc in 2 row(s) throughout 2x6 top chords, BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I /yVy\ 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/160 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = 0.076" @ 7'- 11.8" Allowed = 1.004" MAX TL CREEP DEFL = -0.252" @ 7'- 11.8" Allowed = 1.339" MAX HORIZ. LL DEFL - -0.030" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.064" @ 0'- 5.5" 10-06 10-06 1' ' 'I ICOND. 3: 150.00 PLF SEISMIC LOAD. I 4-08-14 3-06-06 2-02-12 2-02-12 3-06-06 4-08-14 Design conforms to main windforce-resisting ffsystem and components and cladding criteria. 12 12 M-4x10Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 Q 8.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 ,F-,( Truss designed for wind loads S in the plane of the truss only. M-3x8 W M-3x8 pp[ //''���r- ;* * M-3x8 NM-3x8 Q�/. G?1GOUr E 2 p J OREGON _ lCr MSHS-5x16 1,,; MSHS-5x16 '� �i '�E r -- .� V� IL iwV MSF?RIO-�P I IPLAIIIIIIIIMIlliffil 11-11111 . •c'. S 12 0 1... M-7x12 10 0.25" it 1 M-3x10 M-7x12 M-3x10 0 M-10x10(8) EXPIRES._ 12/31/20117 y *3816# ,, y 1 y y Y 4-07-02 3-04-10 2-06-04 2-06-04 3-04-10 4-07-02 * * 21-00 RR-XL J V WAS ?, JOB NAME : LENNAR 3376-E SELLWOOD - FGIRD /� • Scale: 0.2874 /% 8`04 tilI` Q WARNINGS: GENERAL NOTES, unless otherwise noted f i 1 1.Builder and erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown and is for an individual Truss: FGIRD and Wamngs before construction commences budding component.Applicability of design parameters and proper _. i 47r -- corporation of component Is the responsibility or the building designer. 2 2.compression web bracing must be installed where shown+ 2.Design assumes the top and bottom chords to be laterally braced at 440 ,Att '5n9.• 1')!�• 3 Additional temporary bracing to Insure stability during construction y o c and al 10 o c respectively unless braced throughout their length by 'Y^ ,v�,1 J 7 ,c," is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlordnRs 6BC) k a,al"aTat' ' DATE: 4/18/2017 the overall structures the responsibility of the binding desgner. 3.2%Impact bridging or lateral bracing required where shown++ A 4.No leaa should be ambled to any component until after all bracing and 4 Installation of truss N the responsibility of the respecree contractor. ZONAL 'a SEQ.: K 3 0 9 512 4 • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are a be used in a non-conasive environment, and are for"dry con:Mori of use. TRANS ID: LINK design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. A .I8 pr)I 1 ,2017 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIM/TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.[Ogre indicate sae of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.Not basic connector plate design values see ESR-1311,ESR-1980(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M • LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 204 DF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED'24.0" O.C. 1-2=( 0) 63 2-5=(0) 0 2-3=(-275) 259 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-9=(-112) 48 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -94/ 276H 5.50" 0.71 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.24 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7 - 11.2" -259/ 473V 0/ OH 1.50" 0.60 DF ( 625) LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2015. 11'- 11.6" -38/ 60V 0/ OH 1.50" 0.10 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 4 !PROVIDE FULL BEARING;Jts:2,5,3,9! !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ! I ��( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.211" @ 4'- 5.8" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.251" @ 3'- 11.0" Allowed = 0.897" MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" 12 MAX HORIZ. TL DEFL = -0.004" @ 11'- 10.9" 8.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. 10 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, on Truss designed for wind loads o in the plane of the truss only. 0 <(.50 PROF�s s '; 89200PE of CC o , p OREGON I o x-6- k^ ' 4,2- -- - - l0 1 �� 6=' -f p p M-3x4 f R;IO- EXPIRES: 12/31/2017 1 ), l 1-00 8-00 y 3-11-10 a WAs 4'4- JOB NAME : LENNAR 3376-E SELLWOOD - J8 °� Scale: 0.9092 ", ,��N �Q WARNINGS: GENERALNGTES, uMessoMerwisenoted: / lli.A` - Truss: J8 Builder and erection contractor should be advised of all General No es Thisdesign la based only upon he parametersshown and is for an individual , and Warnings before construction commences building component.Applicability of design parameters and proper -� 2.204 compresslan web bracing must be Instoted where shown.. incorporation of component Is the responsibility of the building designer. y' r - 3.Additional tem ginsurestabilityduring construction 2 Design assumes the top and bottom chords lo be laterally braced at f'k temporary the tor. stabil z o.c and at iV a c.respectively 51398 ".`V is the responsibility of the erector.Additional permanent bracing of pe y unless braced throughout their length by `- DATE: 4/18/2017 the overall structure is the responsibility of the build ass continuous sheathing such as plywood sheathing(TC)and/or tlrywall(S0) ^'�J ng designer. 3 2xt Il ti bridging or laterel bracing ty of the where shown♦♦ Tn.np' SEQ. : K3095125 a.Na lase should be applied o any component onto ager all bracing and 4 lne allatlan of truss s the responsibility of the respective contractor. ,ESTE fasteners are complete and at no erne should any loads greater than 5 Design assumes Pusses are to be used In a non corrosive environment, TRANS ID: LINK design bads be applied to any component and are for'dry condition"of use s r0 tai. 1� 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supporta shown.Shim or wedge If fabrication,handling,shipment and Installation of components. ne ssary' q -. E.This design is furnished subject to the limitations set forth by 7.Designsshall assumes adequate drainage to rusided April 1 V,GO 1 7 B.Plates shall be located on both feces of truss,and placed so their center TPVWrCA in SCSI,copies of whh:h will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,IncJCompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by PACIFIC LUMBER-BC 6-00-00 GIRDER SUPPORTING 35-03-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TCSPECIFICATIONS 1s8TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2304) 506 1-5=(-376) 1660 2-5=( -316) 1490 7-4=(-96) 30 TC: 2x6 DF S BC: 2x6 DF SS2-3=(-2089) 470 5-6=(-536) 2998 5-3=( -406) 99 LOADING 3-9=( -18) 24 6-7=(-536) 2448 6-3=( -286) 1352 WEBS: 2x4 DF STAND LL = 25 PSF Ground Snow (Pg) 3-7=(-2762) 619 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V VRT BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 915.6)+DL( 302.6)= 718.2 PLF 0'- 0.0" TO 6'- 0.0" V BEARING LOCATIONS R ACTIONS MAX HORZ BRG 00.1W. BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -537/ 2412V -16/ 35H 5.50" 3.86 DF ( 625) �' ( 2 ) complete trusses required. 6'- 0.0" -505/ 2282V 0/ OH 5.50" 3.65 o DF ( 625) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 c spacing. "" 9" oc in 1 rows) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.010" @ 3'- 9.0" Allowed = 0.254" MAX TL CREEP DEFL = -0.023" @ 3'- 9.0" Allowed = 0.339" *0 For hanger specs. - See approved plfn6 4-06 f U f 1' MAX HORIZ. LL DEFL = 0.003" @ 5'- 8.5" MAX HORIZ. TL DEFL = 0.005" @ 5'- 8.5" 1-06 2-03 2-03 ,( ' 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 (7 Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x10 M-1.5x3 2 3 4 Q�i -� °°Al oxr 9)4F1:1: C1Fs Adill fir CD oI /- 1► 5 6 O M-5x10 M-4x8 M-3x8 :M-6x6 74,OREGON�� <C1 `44}''''14 ` O ' -4 ' RRI ' RIO- ), y 1 y - ` 1-09-08 1-11-08 2-03 y y EXPIRES: 12/3112017 6-00 . 1. a WAS '- 46 JOB NAME : LENNAR 3376-E SELLWOOD - JGIRD0s''. , fAi Scale: 0.6246 ,-0.40,0 WARNINGS: GENERAL NOTES, unless otherwise noted: 7 • 1.Builder and erection contractor should be advised of all General Notes 1 Thls design Is based only upon the parameters shown and Is for an Individual Truss: JGIRD and Warnings before construction commences building component.Applicability of design parameters and proper •,, Incorporation of component Is the responsibility of the build-ng desgner. 'I yy 2 7x4 compression web bracing must be installed where shown* 2.Design assumes the top and bottom chords to be laterally braced at t 5133$ 3 Additional temporary bracing to insure stability during construct on 2 o c.and at 15 o c respectively unless braced throughout Ne r length by Qp p s the responsibil ly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC) ��'jrsTe-Wr T , DATE: 4/18/2017 the overall structure is the responsibility of the building designer. 3 2x Impact bddging or lateral bracing required where shown** ^ 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Ak IQNAL , SEQ.: K3 0 9 512 6 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and are for"dry condition"of use. TRANS I D• LINK design loads be applied to any component 8.Design assumes full bearing at all supports shown.Shim or wedge If • 5.CompuTrus has no control over end assumes no responsibility for thenecessary. p fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided April 18,201.1 7 8.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss.and placed so their center TP ANTCA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. III 9.Diggs Indicate sloe of plate in inches. MITek USA,Inc./CompuTruS Software 7.6.8(1 L)-E 10.For basic mnnector plate design values see ESR-1311.ESR'1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.7" TC: 2x9 DF #1bBTR IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2-9=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 20 TC LATERAL SUPPORT G= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -103/ 386V -9/ 65H 5.50" 0.62 DF ( 625) 1'- 9.2" -55/ 34V 0/ OH 5.50" 0.06 DF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 7.7" -27/ 60V 0/ OH 1.50" 0.10 DF ( 625) 12 6.00 17' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL L REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,4,31 ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = 0.008" @ -1'- 9.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.052" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.070" MAX HORIZ. LL DEFL = -0.000" @ 2'- 7.0" 3 MAX HORIZ. TL DEFL = -0.000" @ 2'- 7.0" -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=19.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, u3 Truss designed for wind loads 0 in the plane of the truss only. co 0 I f Z Ca., C``-1`aG IN ,. 00 1 M_3x4 89200PE 9f 17CC OREGON t® "4)c '14,� � t-4 MER R 11), J, y y l EXPIRE& 17/31/2017 1-04 2-00 0-07-12 L.0.'•i' qq,` JOB NAME : LENNAR 3376-E SELLWOOD - SJl 46) WA8 ,,° } Scale: 0.9639 �� � '` •�Q `•�. �/tL�AVN WARNINGS: GENERAL NOTES, unless otherwise noted: -.�-- °v `�` ✓ - - TrussS Jlm 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ` 1 and Wamings before conedion commences building component Applicability of design parameters and proper / 2.2z4 compression web bracing must be Installed where shown+ incorporation of component is the responsibility of the building designer. ��l _ 3.Additional temporary bracing to Insure stability during construc0on 2.Design assumes the top and bottom chortle to be laterally braced at /p 4, C : Is the responsibility of the erector.Additional permanent bracing o/ 7 o and at f d orespedHely unless braced throughout their length by 5 139: �q +�1 DATE: 4/18/2017 the overall structure re the responsibility of the building designercontinuous sheathing such as plywood sheathing(TC)and/or drywan(BC) ' ?^ 3.2z Impact bridging or lateral bracing required where shown+♦ © ._-5(sxsv- SEQ. : K3095127 4.No load should beapplied toany component until after all bracing and 4 Installation oftruss is the responapliyalthe respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non corrosive environments'ZONALS�'' TRANS ID: LINK design loads be applied oany component. andare for gnaseu"dry condition"of use G+ 5.CompuTrus has no control over and assumes no responsibility for the e.naDepes assumes lull beadig at all supporta shown.Shim or wedge if fabrication,handling,shipment and installation of components. s ry' - 6 ThIs tlesign Is furnished sublect tc the limitations set forth by 7.Design assumes adequate drainage Is provided. e.Plates shall belocated on ceaofWss,and placed stheir center April 18,2017 TPIMrICA In BCS',copies of which will be furnished upon request, lines coincide with joint centerter lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Digits Indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 5'- 3.8" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER 4PEFIFICATIONS TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2-4=(0) 0 SPACED 24.0" O.C. 2-3=(-93) 42 BC: 2x4 DF #1&BTR TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -87/ 397V -20/ 105H 5.50" 0.64 DF ( 625) 1'- 9.2" -29/ 116V 0/ OH 5.50" 0.19 DF_7( 625) o LL = 25 PSF Ground Snow (Pg) 5'- 3.8" -60/ 128V 0/ OH 1.50" 0.20 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,9,3 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "o c spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" 6.00 MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed 0.052" 3 -/ MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.070" MAX HORIZ. LL DEFL = -0.000" @ 5'- 3.0" MAX HORIZ. TL DEFL = -0.000" @ 5'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, oTruss designed for wind loads in the plane of the truss only. M � t\ IN4 61/0 89200PE f to f 2 imam 4►Z� 1 M-3x4 7 OREGONb4, `#4 ! e14 ' Q -A". y y b 1 1-04 2-00 3-03-12 EXPIRES:.. 12/310017 .0LL, 40 c was, `t, JOB NAME : LENNAR 3376-E SELLWOOD - SJ2 , OM � '..0�o 0 Scale: 0.6967 l'V,1, ' • • WARNINGS: GENERAL NOTES, unlessotherwise noted' • cei ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual / 1 Truss• SJ2 and Warnings before construction commences building component.Applicability of design parameters and proper "��I 2 2x4 compression web bracing must be Installed where shown v. Incorporation of component s the responsibility of the building designer. 46 3.Additional temporary bracing to insure stability during construction 2.SDo c.anddsat fUes sts.e lep p respectivelyd velyom cssrbrs ctd thr ugho bacetlenby `� 51398 , Is the res b (the erector AddNonal t brat n f T o i at ea o c suchaply unless braced(TC)and/or their length 1. /a pans hyo permanent go continuous shealhingsuchab plywooesheaMng(TC)endlor drywall(601 FII ��%}j '�'1$} DATE' 4/18/2017 me overall structure s the responsibility atm building designer. 3 2x Impact bridging or lateral bracing required where shown•+ SEQ.: K3 0 9 512 8 4 No bad should be applied to any component until after all bracing and 4 Installation of truss Is Na responsibility of the respective contractor. S' 4•) fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �rQNt� � designloads be applied to any 1. and are for"dry condition"of use. TRANS ID• LINK pp ycomponen 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility/or\henecessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 18,20.I 1 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 3 TPIMlTCA in BC SI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inn./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 'r This design prepared from computer input by PACIFIC LUMBER-BC ` LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2015 MAX MEMBER FORCES 2-4-GDF/Cq=1.00 BC: 2x4 DF #ISBTA 1-2=( 0) 67 2-4=(0) 0 SPACED 29.0" O.C. ATERAL SUPPORT <= 12"OC. UON. 2-3=(-138) 64 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING DL ON BOTTOM CHORD = 10.0 PSF MAX VERT MAX BRG REQUIRED BRG AREA OVERHANGS: 16.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -35/ 331V -30/ 147H 5.50" 0.53 DF ( 625) 1'- 9.2" -111/ 292V 0/ OH 5.50" 0.47 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.8" -91/ 193V 0/ OH 1.50" 0.31 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !PROVIDE FULL BEARING;Jts:2,4,31 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "no spacing, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LZ=L/290, TL-1,/180 MAX LL DEFL = 0.008" @ -1' 9.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.052" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.070" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.0" 3 -A MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.0" 12 6.00 Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. a1 0 o `t' 8920.OP E vr" r o f T, ."- 2 a M-3x9 y-- , OREGON lV ® -.1k-14,2:.., '�. MRRi L\-�Q' y y , EXPIRES:. 12/31/2(Q17 1-09 2-00 5-11-12 JOB NAME ; LENNAR 3376-E SELLWOOD - SJ3 ' . wAs 1 r" ao Scale: 0.5374 - � � • ARIA WARNINGS: GENERAL NOTES, unless otherwise noted: 'p� T ru s s S J3 Builder and erection contractor should be advised of all General Notes 1.Thie n is based onlyupon the parameters shown and Is for an Individual j 1. � and Warnings before construction commences building component.Applicability of design parameters and proper - r 2.2x4 compression web bracing must be installed where shown•. incorporation of component Is the responsibility of the building designer r e 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at / `r Is the responsibility of the erector.Additional permanent bracing of z o c and at 18 o c respectively unless braced throughout their length b G 1�98, DATE: 9/18/2017 continuous sheathing such as plywood sheathing(TC)TC tl/ord . J1 9 } the overall structure s the responsibility of Me building designer. 3 2i Ira ad bdd In 9( )o rywall(aC) _f A SEQ. : K3095129 4.No load should be applied to any component until aflerall P r gortherelbracngtyofthtlwhereshown++ �,jL .0 T bracing and 4 Design es o/truss k the responsibility of the respective contractor. T'".lf' 4 fasteners are complete and a1 no time should any bads greater than 5.Design assumes trusses are to be used In a non corrosive environment. 'V TRANS ID: LINK design loads be appliedb any component. and are for conddon•of use �ONt1T 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components, necessary. _. fi.This design is furnished subject to the limitations set forts by 7.Design assumes adequate drainage is truss,e. - - - e.Plates ncileelocetenon cebeth/acesoftruss,andplacetlsotheircenter April 18,2 17 TP W✓I'CA in 6D51,copies of which will be furnished upon request. lines coincide with joint center lines. g.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • Symbols Num6_,4-8b,ering System a► General Safety Notes PLATE LOCATION ANCenterD ORIENTATION Failure to Follow Could Cause Property 3 " late on oint unless x, dimensions shown in ft-in-sixteenths 1 , p j v I (Drawings not to scale) Damage or Personal Injury offsets are indicated. '��� Dimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss 1 2 3 1. Additional stabil ty bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOCHORDS C1-2 c2-32. Truss bracing must be designed by an engineer.For 0'1116maere usrepbracn 'nor aRemative Tor lateral ces themselves pwbracingshouldbeconsidered.10111,'P44 6:10 O = 3. Never exceed the design loading shown and never 1111M4111111Fliror UU stack materials on inadequately braced trusses. dOp 4. Provide copies of this truss design to the building c7-5 c6-7 c5-6 I— designer,erection supervisor,property owner and la4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0- '�+�'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each �� This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. requireddirectionof slots in THE LEFT. Conneector plates. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. �i� Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. alM� reaction section indicates joint 17.Install and load vertically unless indicated otherwise. IIIMM number where bearings occur. Min size shown is for crushing only. _IMI 8 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)hoe use.Reviewingr pictures kalone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. i1'e 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling,BCSI: Building Component Safetyandling,Information, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013